HomeMy WebLinkAboutSite Visit Report Miscellaneous 11/3/2008
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[~f~l.. Information
· ~,~IJ 'eTo Build On
EngIneering. Consufting . Testing
Geotechnical Investigation Report
For the
Proposed Jasper Meadows 1h Addition
Springfield, Oregon 97478
Prepared for
Hayden Homes
2464 SW Glacier Place
Redmond, Oregon 97756
Prepared by
Professional Service Industries, Inc.
1040-A Shelley Street
Springfield, Oregon 97477
Telephone: 541.746.9649
August25,2008
PSI REPORT NUMBER: 722-85031-1
Date Received: /f/,)Cpf _
Planner: AL
i
.
l ~$;l lnfonnation
t:!..'liJiPS .To Build On
Engineering. Consulting. Testing
August 25, 2008
Mr. Roy Hankins
Land Development Director
Hayden Homes
2464 SW Glacier Place
Redmond, Oregon 97756
Subject:
Geotechnical Investigation Report
Proposed Jasper Meadows 7'h Addition
Springfield, Oregon 97478
PSI Report No. 722-85031-1
Dear Mr. Hankins:
Professional Service Industries, Inc. (PSI) is pleased to submit our Geotechnical Investigation
Report for the proposed Jasper Meadows 7th Addition Subdivision in Springfield, Oregon. Our
evaluation was completed in general accordance with our agreement which you signed on July
9, 2008.
Please contact us if additional assistance or observation and testing services are needed for the
project as it progresses through design and construction.
Respectfully Submitted,
Professional Service Industries, Inc.
4U~
~\ 'jL '" &J l\.l'j
B~Y PE
Senior Geotechnical Engineer
Raymond V. Aliperti
Project Manager
Distribution: Addressee (5 copies)
RVNMW/BLH:rva
Date Received:~/,)<h7f
Planner: AL
Professional Service Industries, Inc.. 1040-A Shelley Street. Springfield, OR 97477. Phone 541/746-9649. Fax 5411746-7163
, i
iASLE or:: CONTENTS
Page
1 INTRODUCTION ........ ... .............. ......................... ....................... ...... .... ................1
2
PURPOSE AND SCOPE OF WORK .........
................................1
3 SITE CONDITIONS........................................... ............... ................................2
3.1 Site Geology............................................;....................................................2
3.2 Seismic Setting and Local Faulting ..............................................................3
3.3 Surface Conditions ...................................................... ............ ..... ................ 3
3.4 USDA Soil Survey.....................................................................................4
3.5 Subsurface Conditions ... ............................................. .......... ..... ..............,... 4
3.5.1 General... ........................ ............................. ... ................................. 4
3.5.2 Expansive Soil............................................. .................................... 5
3.6 Groundwater........................... ............ ........~. ... ......... ....................................5
4 CONCLUSIONS AND RECOMMENDATIONS ........:..............................................6
4.1 General .......................... ......................................................... ..........:.......... 6
4.2 Site Preparation............................. ........... .................................. .......... .:......6
4.3 Construction Recommendations .............................. ............... ..................... 7
4.4 Expansive Soil................................................. ........................... ..................8
4.5 Excavation Safety ......................................... ................................................ 8
4.6 Trench Backfill..................... .......... ......................................................... ......9
4.7 Structural Fill ................................................................................................9
4.8 Seismic Considerations and Design Factors.............................................. 10
5 RECOMMENDED ADDITIONAL SERVICES........................................................11
6 LIMITATIONS .......................................................................................................11
APPENDICES
Appendix No.
A. Site Location, Test Pit Location, Site Photograghs
B. Field Explorations and Laboratory Testing
Date Received: ///J/~oF'
Planner: AL / I
i
Proposed Jasper Meadoho 7'" Addition Subdivision
PSI Report Number 722-85031-1
August 25, 2008
Page 1
GEOTECHNICAL INVESTIGATION REPORT
JASPER MEADOWS 7TH ADDITION SUBDIVISION
SPRINGFIELD, OREGON
1 INTRODUCTION
The proposed Jasper Meadows 7'h Addition Subdivision is located in Springfield Oregon.
The site relative to surrounding features is shown in Appendix A.
A site plan titled "Jasper Meadows 5th, 6th, & 7'h Additions - Public Improvements," dated
August 6, 2006 was supplied to us. Based on the site plan and our conversations with
Mr. Hankins, we understand the project will construct as many as forty six (46) single
family residential lots (Lots 264 through 309). The site plan is shown in Appendix A.
The conclusions and recommendations contained in this reportare based on our
understanding of the currently proposed utilization of the project site, as derived from
layout drawings, written information, and verbal information supplied to us.
Consequently, if any changes are made in the currently proposed project, wf? may need
to modify our conclusions and recommendations contained herein to reflect those
changes.
The following paragraphs summarize our site reconnaissance, subsurface investigation,
and geotechnical findings, conclusions, and recommendations for development.
2 PURPOSE AND SCOPE OF WORK
Our geotechnical inv~stigation provides recommendations for project design and
construction. The following proposed scope of services is intended to satisfy the City of
Springfield Code. The specific scope of our services is summarized below:
.
Observe nine shallow test-pit explorations to depths up to 8 feet below the existing
ground surface. Maintain a log of soil, rock, and groundwater conditions encountered'
in each exploration and obtain soil samples for laboratory testirig.
Determine the moisture content of selected samples in general accordance with
guidelines presented in American Society of Testing Materials (ASTM) D 2216.
.
Date ~eceived; //i~"f
Planner: AL
..
Proposed Jasper Meado,," 7'h Addition Subdivision
PSI Report Number 722-85031-1
August 25, 2008
Page 2
. Determine Atterberg limits tests of selected samples in general conformance with
guidelines presented in ASTM D 4318 and fines content of selected samples in
general conformance with guidelines presented in ASTM 0 1140.
. Determine Expansion' Index tests of selected sample in general conformance with
guidelines presented in ASTM D4829.
. Provide recommendations for site preparation, wet-weather earthwork procedures, cut
and fill slope criteria, procedures for use of on site soils, fill type for imported materials,
and compaction criteria for both on site and imported materials.
. Provide recommendations for backfill materials, and backfill compaction.
. Provide a discussion of groundwater conditions'on the site and recommeCldations for
subsurface drainage of foundations.
. Evaluate the seismic activity near the site, seismic design criteria and liquefaction
potential of site soils, in accordance with the 2007 Oregon Structural Specialty Code.
. Provide a geotechnical report summarizing the project explorations, findings,
conclusions, and recommendations to comply with the City of Springfield.
3 SITE CONDITIONS
3.1 Site Geology
The subject site lies within the southernmost portion of the Puget Lowlands that extends
from Vancouver, British Columbia to just south of Eugene. The Willamette Valley portion
of the province is a narrow alluvial plain approximately 130 miles long and 20 to 40 miles
wide (Orr and Orr, 1996).
Bedrock in the southern Willamette Valley is the Eugene Formation that dates to the late
Eocene period, about 35 million years ago. The Eugene formation is a generally well-
consolidated to cemented, tuffaceous sedimentary rock deposited in a near7shore
marine environment.
Low energy streams and lakes that formed in the later Pliocene epoch covered the
Eugene Formation with fluvial and lacustrine deposits of silt and clay to variable depths.
,
The rock was later folded and compressed during the Miocene and Pliocene epochs that
uplifted the Cascade and Coast Range Mountain Ranges and depressed the Willamette
Valley (Yeats and others, 1991).
Date Received: /A/~tJ.r
Planner: AL
, i
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Proposed Jasper Meadow, 7'h Addition' Subdivision
PSI Report Number 722-85031-1
August25,2008
Page 3
Uplift of the Cascade Mountains in the Pliocene epoch steepened stream gradients
causing rapid erosion of the Cascade Mountains and deposition of thick gravel layers
that cover the Eugene Formation.
During the last ice age, 10. to 40 thousand years ago, the Missoula Floods filled the
Willamette Valley to a depth of approximately 350 feet with silt, clay, sand and gravel
deposits (Allen and others, 1986).
3.2 Seismic Setting and Local Faulting
.The Springfield area is subject to seismic events stemming from three possible sources:
the Cascadia Subduction Zone (CSZ) at the interface between the Juan de Fuca plate
and the North American plate, intraslab faults within the Juan de Fuca plate, and crustal
faults in the North American plate, Maximum magnitude for a CSZ event is expected to
be in the range of Moment Magnitude (MW) 8.5 to 9.0. Known and suspected crustal
faults in the region have been characterized for the United States Geological Society
(USGS) and the Oregon Department of Geology.
There are no quaternary crustal faults mapped in the immediate vicinity of Springfield.
The nearest mapped faults with quaternary displacement are approximately 25 to 40
miles away and include the unnamed faults near Sutherlin, the Upper Willamette River
fault zone, the Owl Creek fault zone, and the Corvallis fault zone.
The contribution of potential earthquake-induced ground motion from all known sources
is included in the probabilistic response spectrum provided. in the 2006 International
Building Code. Seismic site characterization and design recommendations in
accordance with the 2007 Oregon Structural Specialty Code are provided in the Seismic
Considerations section of this report.
3.3 Surface Conditions
Currently the site is relatively level and covered with low lying grasses, tall weeds, and
blackberry bushes. One tree is located on lot 298. Public streets and utilities have been
installed. The site is approximately 30 acres and is bordered to the north by Jasper
Meadows 6th Addition, on the east by Bob Straub Parkway, and the south and west by
undeveloped property. The streets that are included in the 7th addition of Jasper Meadows
are Mineral Way, Mica Street, Orchard Way, 57th Pace, and 58th Street.
DatEO>I'{eceived; ~/;~f
Planner: AL r
Proposed Jasper lVIead~Vvo 7th Addition Subdivision
PSI Report Number 722-85031-1
August 25, 2008
Page"
3.4 USDA Soil Survey
United States Department of Agriculture (USDA) provides near surface soil information for
agricultural and land use planning. The USDA soil classification system is adapted for
agricultural purposes. The mapping shows the site is overlain by two soil complexes. The
Hazelair silty clay loam (52B) and the Dixonville-Philomath Hazelair complex (43C).
The Hazelair silty clay loam (52B) is a moderately deep, moderately well drained soil that
forms on convex foot slopes of the Coast and Cascade Ranges with slopes ranging from 2
to 7 percent. It formed in colluv'ium overlying sedimentary rock. According to the survey,
the surface is typically very dark brown silty clay loam about 11 inches thick. The subsoil
is dark brown silty clay about 4 inches thick. The substratum is dark brown and light olive
brown, mottled clay about 21 inches thick. Weathered bedrock is at a depth of 36 inches.
Depth to bedrock ranges from 20 toAO inches. Permeability of this Hazelair soil is very
slow.
The Dixonville-Philomath-Hazelair Complex is a moderately deep and well drained soil
that is typically found on rolling foothills and toe slopes. It is formed in colluvium and
residuum derived from basaltic rock. According to the survey, the surface layer is very
dark brown silty clay loam about 14 inches thick. The subsoil is dark brown silty clay and
cobbly clay about 12 inches thick. Weathered bedrock is at a depth of about 26 inches.
Depth to bedrock ranges from 20 to 40 inches. Permeability of the Dixonville soil is slow.
3.5 Subsurface Conditions
3.5.1 General
"
We explored subsurface conditions at the site b~ completing nine test pits to depths up
to8 feet below the ground surface (bgs). The locations of the test pits are shown in
Appendix B. Soil samples were obtained for classification, verification, and laboratory
testing. Descriptions of the field explorations, laboratory testing program, test results,
and the boring logs are provided in Appendix B.
Near'surface soil on the site is stiff to very stiff silty clay ahd clayey silt up to about 2 feet
thick. The heavily rooted zone extends to a depth of about 12 inches below the surface.
Date Received: Ills /Jpp f
Planner: ,AL -17
Proposed Jasper Meade;.; 7'" Addition Subdivision
PSI Report Number 722-85031-1
August 25. 2008
Pags 5
Underlying the near surface clay is stiff to very stiff elastic silt that varies in. thickness
from 1 foot to 3 feet. The silt is underlain by stiff to very stiff plastic (fat) clay. In test pits
TP-6 and TP-8 we encountered dense to very dense clayey sand with gravel beneath
the fat clay.
Our detailed interpretation of the soils encountered at the site is shown in the exploration
logs provided in Appendix B.
3.5.2 Expansive Soil
Expansive soil is a known hazard in the Springfield area and requires consideration for
soil use in the support of structures, fill embankments, retaining wall backfill: and
beneath pavement.
We performed an Expansion Index (EI) test of a select sample of on site clayey soil.
The EI determined from t.he test was 158. An EI of 158 il'\dicates the soil is very high or
critically susceptibility to shrink and swell with changes in moisture content. . Results of
. the EI test are provided in Appendix B.
3.6 Groundwater
Groundwater was not encountered in any of the nine test pits we excavated, during our
subsurface exploration. The exploration occurred on July 24, 2008 and may not reflect
grOl-!ndwater conditions at other times of the year or in other climatic periods. Seasonal
variations will cause groundwater fluctuations and perched water could be encountered
in discontinuous zones within the near surface soil.
We recommend that the earthwork contractor verify actual groundwater levels at the
time of construction. Continuous groundwater or perched groundwater may be near the
ground surface later in the wet season or after periods of prolonged rainfall.
Date ie~eceived' //I,wi'
Planner: AL
Proposed' Jasper Meade',"," 7'h Addition Subdivision
PSI Report Number 722-85031-1
August 25, 2008
Page 6
4 CONCLUSIONS AND RECOMMENDATIONS
4.1 General
/
Based on the results of our reconnaissance, explorations, laboratory testing, and
analysis, it is our opinion that the site is suitable for the intended development. We find
no geotechnical conditions that restrict development. Key geotechnical considerations
are summarized below and are addressed in detail in the following sections of this
report.
. The presence of nigh plasticity, expansive clay near the ground surface ,will require
particular consideration during design and construction. This soil is not suitable for
direct support of buildings. Expansive soil should be removed from beneath
foundations to a depth of 2 Yz feet below subgrade elevation. In fill areas the
expansive soil should be covered with at least 2 Y, feet of non-expansive structural
fill.
. Theon site clay will be difficult to use successfully as structural fill.
4.2 Site Preparation
We recommend intercepting and diverting sources of surface or near-surface water
away from construction zones before stripping begins. Because the selection of an
appropriate drainage system will depend on the water quantity, season, weather
conditions, construction sequence, and contractor's methods, final decisions regarding
drainage 'systems are best made in the field at the time of construction.
The existing vegetation and rooted soil zone should be stripped and removed from the
site in all proposed building, fill, and pavement areas (not yet constructed) and for a 5-
foot margin around such areas. Based on our explorations, the depth of stripping in
these areas will average about 12 inches. Greater stripping depths may be required to
remove isolated deeper zones. The actual stripping depth should be based on field
observations at the time of construction. Stripped material'should be transported offsite
for disposal or used in landscaped areas.
Trees, shrubs, and brush should be removed from all building, fill, and pavement areas.
Root balls should be grubbed out to a depth such that all roots or parts of roots greater
than Yz-inch in diameter are removed. The depth of excavation to remove root balls of
trees could exceed 2 1/2 feet bgs. Depending on the methods used, considerable
Date Received: /~/Jdp.f
Planner: AL
.
Proposed Jasper Meadows',. Addition Subdivision
PSI Report Number 722-85031-1
August 25. 2008
Page 7
disturbance and loosening of the subgrade could occur during site grubbing. We
recommend that soil disturbed during grubbing operations be removed to expose firm,
undisturbed subgrade. The resulting excavations should be backfilled with stryctural fill
as described below.
The test pit excavations were backfilled using the relatively minimal compactiv~ effort of
the track hoe bucket; therefore, soft spots can be expected at these locations. We
recommend that these relatively uncompacted soils be removed from the test pits
located within the proposed building and paved areas to a minimum depth of 3 feet
below finished subgrade. The excavation should extend the full depth of the test pit if a
foundation element will be positioned within 5 feet of the test pit. The resulting
excavation should be brought back to grade with structural fill.
. A member of our geotechnical staff should observe the exposed subgrade and
excavations after stripping, grubbing, and site cutting have been cqmpleted to determine
if there are areas of unsuitable soil. Our representative should also observe a proofroll
with a fully loaded dump truck of all subgrade and the areas of the site that will receive
structural fill. If areas of soft sailor excessive yielding are identified, the soft soil should
be excavated and replaced with compacted materials recommended for structural fill.
ProofrolJing of the subgrade should not be performed during wet weather or if wet
ground conditions exist. In these instances, the subgrade should be evaluated by
probing. Soils that have been disturbed during site preparation activities, or soft or loose
zones identified during probing, should be removed and replaced with structural fill.
4.3 Construction Recommendations
,
The fine-grained soils at the site are easily disturbed during the wet season. If not
carefully executed, site preparation, mass grading excavation, and utility trench work can
c'reate extensive soft areas and significant repair costs can result. If construction is
planned for the wet season, the construction methods and schedule should be carefully
considered with respect to protecting the subgrade to reduce overexcavation of
disturbed or softened soil.
If construction occurs during the wet season, site preparation activities may need to be
accomplished using track-mounted equipment, loading material into trucks supported on
granular haul roads. A geotextile fabric should be placed in the haul roads on
undisturbed subgrade below the granular haul road material. Geotextile fabric should
have a minimum Mullen burst strength of 250 psi for puncture resistance and an
apparent opening size (AOS) between the U.S. Standard No. 70 and No. 100 Sieve.
Date Received: //h/'?-&&.f
Planner: AL -n .
Proposed Jasper lVIeadci\._ {" Addition Subdivision
PSI Report Number 722-85031-1
i\ugust25,2008
Page 8
4.4 Expansive Soil
We encountered high plasticity clay soil at the ground surface in all areas of the site. It
can be expected that clay will shrink and swell with changes in moisture content
Expansive clay can cause differential movement in building foundations, roadways,
slabs, patios and other on-grade structures if allowed to desiccate in dry-weather
periods. Expansive clay should not be used behind retaining structures, or placed within
five feet of the outer edge in compacted fill slopes. Where it is excavated, ilishould be
removed from the site or stockpiled for use in non-structural areas or as topsoil.
Expansive clay soil should be re~oved from beneath foundations, roadways, or other
structures to a depth of 2 feet below subgrade elevation. 'In areas that will receive fill,
there should be at least 2 feet of non-expansive structural fill cover between structures
and the expansive soil.
4.5 Excavation Safety
Temporary earth slopes may be cut near-vertical to heights of 4 feet. Excavations
deeper than 4 feet should be performed in accordance with Department of Labor
Occupational Safety and.Health Administration (OSHA) guidelines. Job site safety is the
responsibility of the project contractor.
In Federal Register, Volume 54, No. 209 (October 1989), the United States Department
of Labor, Occupational Safety ~nd Health Administration (OSHA) amended 'its
"Construction Standards for Excavations, 29 CFR, Part 1926, Subpart P". This
document was issued to better insure the safety of personnel entering trenches or
excavations. It is mandated by this federal regulation that excavations, whether they be
utility trenches, basement excavations, or footing excavations, be constructed in
accordance with the new OSHA guidelines. It is our understanding that these
regulations are being strictly enforced and, if they are not closely followed, the owner
and the contractor could be liable for substantial penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required
to maintain stability of both the excavation sides and bottom. The contractor's
"responsible person", as defined in 29 CFR Part 1926, should evaluate the soil exposed
in the excavations as part of the contractor's safety procedures. In no case should slope
Date Received:~/,7P()!,
Planner: AL
Proposed Jasper MeadQ\,o 7th Addition Subdivision
PSI Report Number 722-85031-1
August 25, 2008
Page 9
height, slope inclination, or excavation depth, including utility trench. excavation .depth,
exceed those specified in local, state, and federal state regulations
We are providing this information solely as a service to our client PSI does not assume
responsibility for construction site safety or the cOr:1tractor's or other parties' compliance
with local, state, and federal safety or other regulations.
4.6 Trench Backfill
Trench backfill should consist of well-graded granular material with a maximum partiCle
size of Y. inch and less than 8 percent by weight ~assing the U.S. 'Standard No. 200
Sieve. The material should be free of roots, organic matter, and other unsuitable
materials.
,
. Backfill of the pipe embedment zone, including the bedding zone and pipe zone, should
be placed and compacted in maximum lifts of 6 inches. Trench backfill above the pipe
zone should be placed and compacted with a minimum of two lifts. A minimum cover of
3 feet over the top of the pipe' should be placed before compacting with a hydraulic plate
compactor (hoe-pack). Within pavement areas, trench backfill placed within 3 feet of
finished grade should be compacted to at least 95 percent of the maximum dry density,
as determined by ASTM D '698. In all other areas, trench backfill should be compacted
to at least 90 percent of the standard, or as recommended by the pipe manufacturer.
4.7 Structural Fill
The native clay soil will be difficult to moisture condition and compact as structural fill.
We recommend using imported granular material as structural fill on the project site.
Imported Fill Material' During dry weather, structural fill material may consist of virtually
any relatively well-graded soil'that is free of debris and organic matter and that can. be
compacted to the specified density. Typical structural fill materials include clean sand,
gravel, washed rock, crushed rock, quarry spalls, well-graded mixtures of sand and
gravel (commonly called "gravel borrow" or "pit-run"), and miscellaneous mixtures of silt,
sand, and gravel.
Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent
materials, are also potentially useful as structural fill in certain applications.
The maximum particle size for structural fill should be restricted to 6 inches. Fill material
placed during wet weather must generally consist of granular material with fines content
Date. Received:~01.w"'J'
Planner: AL .
. .
, .
Proposed Jasper Meado,.o ?,h Addition Subdivision
PSI Report Number 722-85031-1
August 25. 2008
Page 10
of less than 8 percent by weight. Soil containing more than about 8 percent fines (by
weight) cannot be consistently.compacted to a firm, unyielding condition when the
moisture content is more than about 2 percentage points above optimum. For fill
placement during wet weather, we recommend using granular material with fines content
of 8 percent or less based on the soil fraction passing the US NO.4 Sieve.
Silty fill material should be placed in lifts with a maximum uncompacted thickness of 8
inches. The initial lift should be approximately 12 inches in uncompacted thickness and
should be compacted by rolling with the roller operated in static mode (without vibration).
Granular Jill should be placed in lifts with a maximum uncompacted thickness of 12
inches. Fill material should be compacted to not less than 95 percent of the maximum
dry unit weight density as determined by ASTM D 698.
Regardless of material or location, all structural fill should be placed over firm, unyielding
subgrade prepared in accordance with the "Site Preparation" section of this report. A
PSI representative should verify the condition of all subgrade before filling or
construction begins. Fill soil compaction shot:Jld be verified by in-place density tests
performed during fill placement so that adequacy of soil compaction efforts may be
. evaluated as earthwork progresses. When fill material is inconsistent or when particle
size is greater than 1-:;' inch in diameter, fill placement should be observed and
compaction evaluated by observation of proof rolls or the operation of heavy rubber tired
construction equipment.
4.8 Seismic Considerations and Design Factors
For this site, we find no credible threat posed by soil liquefaction; surface fault offset; or
seismically induced landslides. Neither our investigations nor published reports by the
Oregon Department of Geology and Mineral Industries (DOGAMI) suggest an elevated
geologic hazard exists due to any of these factors (Black, et. ai, 2000).
In accordance with paragraph 1613.5 of the 2007 OSSC, mapped seismic acceleration
parameters were obtained from the United States Geological Survey for the project site.
The acceleration parameter Ss is equals 0.62g and the acceleration parameter S, equals
0.29g. The seismic'soil profile for the upper 100 feet beneath the site conforms to the
characteristics of Site Class "q." The PGA (peak ground acceleration) for this site is
0.26g. The return interval for these ground motions is 2 percent probability of
exceedance in 50 years.
Date I'~eceived..
Planner: AL
//)~ct?r
."
. .
Proposed Jasper Meado\^._ ,<h Addition Subdivision
PSI Report Number 722-85031-1
Augus't 25, 2008
Page 11
5 RECOMMENDED ADDITIONAL SERVICES
It is recommended that PSI be retained to examine and identify soil exposures created
during project excavations in order to verify that soil conditions are as anticipated. We
further recommend that structural fills, if any, be continuously observed and tested by
our representative in order to evaluate the thoroughness and uniformity of their
compaction. If possible, samples of fill materials should be submitted to our laboratory
for evaluation prior to placement of fills on site. Costs for the recommended
observations during construction are beyond the scope of this current consultation.
Such future services would be at an additional charge.
. 6 LIMITATIONS
This report is for the exclusive use of the addressee and their representatives for the
proposed development described herein. The data may not be appropriate for other
structures or purposes. We recommend that parties contemplating other structures or
purposes .contact us. In the absence of our written approval, we make no representation
and assume no responsibility to other parties regarding this report.
Services performed by the geotechnical engineer for this project have been conducted
with that level of care and skill ordinarily exercised by members of the profession
currently practicing in this area. No warranty, expressed or implied, is made.
OatEl Received: /I/;?M
Planner: Al 17"'"
. .
'----
~\~
Raymond V. Aliperti
Project Manager
Respectfully Submitted,
Professional Service Industries, Inc.
. Brad L Hupy, P.E.
Senior Geotechnical Engineer
This report reviewed by Richard W. Hanford, PE, Principal Consultant
Date ~eceived: J;!;:(l(lf
Planner: AL
Proposed Jasper Meadoif~::'T1th Addition Subdivision
PSI Report Number 722-85031-1
August 25. 2008
Page 13
References
Bonell, J.A., 1980, Influence of Expansive Soils on Structures in the Eugene Area: M.S.
Thesis, Oregon State University, 135p.
Frank, F.J., 1973, Ground Water in the Eugene-Springfield Area, Southern Willamette
Valley, Oregon: U.S. Geological Survey, Water-Supply Paper 2018, 65p.
Day, Robert W., 2005, Foundation Engineering Handbook, Design and Construction with
. .,
the 2006 International Building Code
United States Department of Agriculture, 1987, Soil Survey of Lane County Area,
Oregon
Black, G., Wang, Z., Wiley, T., Wang, Y., and Keefer, D.,2000, Relative Earthquake
Hazard Map of the Eugene-Springfield Metropolitan Area, Lane County, Oregon, IMS-
14: State of Oregon Department of Geology and Mineral Industries John D. Beaulieu,
State Geologist.
l.,
Datel f~eceived: /tffrtJl'
Planner: AL
APPENDIXA
SiTE LOCATION
TEST PIT LOCATION MAP
SITE PHOTOGRAPHS
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Date ~eceived: /Pbpf
Planner: AL I
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SITE LOCATION MAP
Proposed Jasper Meadows 7th Addition
Springfield, Oregon
Project No.
Date
722-85031-1
August 7,2008
. Professional Service Industries -1040-A Shelley Street - Springfield, Oregon 97477 - Phone (541) 746.9649 - Fax (541) 746-7163
Data Received: IA~ol'
Planner: AL Y-
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Date Received: 'I I;~,f
Planner: AL I;'"~
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Professional Service Industries - 1040-A Shelley Street - Springfield, Oregon 97477 - Phone (541) 746-9649 - Fax (541) 746-7163
Date Received: 1/:/,lRP/"
Planner: AL
~:,j,,~l~ic',i~~-'%ffu:
Photo #1 :Test Pit TP-1
Photo #3: Test Pit TP-61 Lot 291.
Project
Proposed Jasper Meadows 7th Addition
Springfield, Oregon
Photo #2: Test Pit TP-1. .
,I
Photo #4: Test Pit TP-7.
SITE PHOTOGRAPHS
Project No.
Date
722-85031-1
August 7, 2008
-,
FIELD EXPLORATION PROGRAM
General
We explored subsurface conditions at the site by completing nine test pits (TP-1 through
TP-9) at the locations shown in the Site Plan, Figure 2. Test pits ranged in depth.from 7
'h to 8 feet below existing site elevations.
The test pits were excavated on July 24, 2008, using a John Deere 310SG backhoe
equipped with a30-inch wide smooth bucket. The backhoe was operated by Kipco Inc.
A member of our geology staff was present throughout the explorations to record soil,
rock, and groundwater conditions encountered and to obtain select soil samples for
laboratory testing.
Sampling Procedures
Disturbed soil samples were collected from the test pit sidewalls or base using the
backhoe bucket. The samples were placed in sealed bags and transported to our
laboratory for further testing and classification.
Field Classification
Soil samples were classified in the field in general accordance with the American Society
for Testing and Materials (ASTM) D2488 Visual-Manual method. Where used, the term
"general accordance" means that certain local and common descriptive practices and
methodologies have been followed. Consistency, color, relative moisture, degree of
plasticity, peculiar odors and other distinguishing characteristics of the samples were
noted. The terminologies used in the soil classifications are defined in the Soil
.Classification.
Exploration Logs
Summary exploration logs are presented in this appendix. The left-hand portion of the
logs gives our interpretation of the soil encountered in the test pit, sample locations and
depths, and groundwater information. The right-hand, graphic portion of the boring logs
shows the USCS soil classification and sample water contents.
Soil descriptions and interfaces between soil types shown in the logs are interpretive,.
and actual changes may be gradual.
Duk, i'ieceived' /~Pf
Planner: AL
.
\
LABORATORY TESTING
General
The soil and rock samples obtained during the field explorations were examined in our
laboratory. The physical characteristics of the samples were noted and the field
classifications were modified, where' necessary. During the course of the examination,
representative samples were selected for further testing. The testing program included
visual-manual classification, sieve analysis, natural water content, and Atterberg limits.
The testing procedures and results of the tests are summarized in the following
paragraphs. Unless noted otherwise, all test procedures were in general accordance to
applicable ASTM standards. "General accordance" means that certain local and common
descriptive practices and methodologies have been followed.
'Soil Classification.
The soil samples obtained in the field were examined in the laboratory to confirm field
classifications. Where warranted, we changed the 'field classification to more closely
agree with guidelines presented in ASTM D-2488, Standard Practice for Description and
Identification of Soils (Visual-Manual Procedure), with PSI's descriptive terms such as
the relative density or consistency of the soil deposits, and with current local engineering
practice. In determining the soil type (that is, gravel, sand, silt or clay), the' term that best
described the major portion of the sample was used.
Natural Water Content
Natural moisture content determinations were made on selected samples. The natural
moisture content is defined as the ratio of the weight of water to dry weight of soil,
expressed as a percentage. The results of the moisture content determinations are
presented on the test pit logs in this appendix.
Atterberg Limits
Atterberglimits were determined on selected samples in accordance with ASTM D 4318.
This analysis aids in soil classification.. The results of the Atterberg limits test, which
include liquid and plastic limits, are plotted in the Atterberg Limits' Results page, located
in this appendix.
Expansion Index
An Expansion Index test was determined on a .selected sample in accordance with
ASTM D 4829. This test analysis aids in determining the potential. expansiveness of the
soil. The result of the Expansion Index test is located in this appendix.
Date Received" /1/(Jt'Of
Planner: AL
,
",""':'.,-.,
LOCATION: Spriugfleld, Oregou 97478
LOG OF TEST PIT NO. TP-r
DATE OF EXPLORATION: 7/2411008
EOUIPIVIENT: John Deere.310SG with 3(1" wide smooth
LOGGED BY: Ray "Jip~rt'Fkel
BORING LOC.,;,TION: between lots 268 and 169
CLIEi-.,T'r: Hayden Homes
PROJECT: Jasper lvleadows 7th Addition
PSI PROJECT NUMBER: 712-85031
SURF. ELEV.':
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SOIL DESCRIPTION
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silty clayey/ clayey silt topsoil, dark brovm to
black:moist, stiff, organics to 12 inches (grass
- roots)
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sa~~~~kS~T,~~led~~brow~~~--1 -MH---~--------------------
liRAl\--w~~~b~o:r:~~s~~:~-=-t~_________ . ___ --34-'-u=t-- -3-3------ --(2-.----1;5---
sand)' fat CLAY, gray, wet, medium stiff to stiff ~ CH - l.0
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-8
-9
-10-
Test Pit was terminated at 8-feet below existing
site grade. The test pit was loosely backfilled at
the end of exploration on 7/24/08. Groundwater
was not encountered on this date.
-12
Stratification lines/depths are approximate.
Actual soil conditions encountered during
construction may vary from those described
above.
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Fl.:::. I! Springfield, Oregon 97477
ail (541) 746-9649
Date Received: II0.0co-
Planner: AL
.
-.
LOG OF TEST PIT NO. TP-2
DATE OF EXPLOK,,-TION 7/24.'2008
EQUIPJ\ilENT: Jobn Deere 310SC with 30" wide s11100tb
LOGGED BY Ro)' AlipBllclcei .
BORING LOCATION: between lots 264 and 265
CLIENT: Hayden Homes
PROJECT: Jasper Iv1eadcl\\'s 7th Addirion
LOCATlON: Springfield, Oregon 97478
PSI PROJECT NUMBER: 722-85031
SURF. ELEV.:
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SOIL DESCRIPTION
silty clayeyl clayey silt ropsoiL dark brovm to
black: moist. stiff, organics to 12 inches ( grass
roots)
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sand);-t'at CLAY, g;.ily ;-wet, rnedi;;-n1sriffto Stiff - ~- eEl - - - -- - - - - - -
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Test Pit was terminated at 8-feet below existing
site grade. The test pit was loosely backfilled at
the end of exploration on 7/24/08. Groundwater
was not encountered on this date.
Stratification lines/depths are approximate.
Actual soil conditions encountered during
construction may :vary from those described
above.
l?;:!l
~ ..
I040A Shelley Street
Springfield, Oregon 97477
(541) 746-9649
1.5
----{oB--- .
Date Received:
Planner: AL
1;1~r
'.
CLIEl'-TT: Hayden Homes
.~'.':j'_~u",
LOC OF TEST PIT NO. TP-::'
DATE OF EXPLOR'\.TION' 7/24/2008
E(lUIPMENT: Jobn Deere 3] OSG witb 30" wide smooth
LOGGED BY f,O\ Abp,g,1:\:i;et
BORING LOCATION: between lots 275 and 276
PROJECT: Jasper Meadows 7tb Addition
LOCATION Spnngfield, Oregon 974n
PSI PROJECT NUMBER: 722-85031
SURf. ELEV.:
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silty clayeyl claye.y silt topsoil, dark brown to ~.",i
black.. moist, very stiff, organics to 12 inehe:.; ( :i..~\I1
- grass roots) :\\Ii:~
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sand1' elastic SILT, mottled dark gray, black, lv1FI
- white, red-brown, moist to wet, very stiff
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sand)' fat CLAY, oray, we~ stiff
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Test Pit was terminated at 7 ]/2-feet below
existing site grade. The test pit was loosely
backfilled atthe end of exploration on 7/24/08.
Groundwater was not encountered on this date.
-9
-]]
Stratification lines/depths are approximate.
Acmal soil conditions encountered during
construction may vary from those described
above.
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D. f/:/IJ Springfield, Oregon 97477
ilL _Ii (541) 746-9649
Date r~eceived: /1 i ~pr
Planner: AL 11;0
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LOC"OF TEST PIT NO. TPA
CLIE-r,l: Hayden Homes
PROJECT: J3sper Meadows 7th Addition
LOCATION: Springfield, Oregon 97478
DATE OF EXPLORJ\.TION: 7/24/2008
EQUIPMENT John Deere 3lOSG with 3(1" wide smooth
'LOGGED BY: Ray _~ilpJrt1;:;ket.
BOlliNG LOCATION: between lots 270 and 271
PSI PROJECT NUMBER: 722-8j031
SURF. ELEV.:
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silty clayey! clayey silt topsoil, dark brown to
black, moist, very stiff, organics 10 12 inches (
grass roots)
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clayey sand with gravel, yellow-brown, moist to
wet, dense to very dense
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T est Pit was terminated at 7 feet below existing
site grode. The test pit was loosely' backfilled at
the end of exploration on 7/24/08. Groundwater
was Dot encountered on this date,
Stratification lines/depths are 'approximate.
ActUal soil conditions enco~ntered during
construction may vary from those described
above.
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1040A Shelley Street
Springfield, Oregon 97477
(541) 746-9649
Date Received: 1~1/,?dO
Planner: AL
LOb'OF TEST PIT NO. TP-::>-
DATE OF EXPLORi\TION: 7'24/2008
EQlTIPlvI:ENT: John Deere 3 I OSG vv'ith 30" \vid::- smomh
LOGGED BY: Ray AlipJrtlickel.
CLIENT Havden Homes
PROJECT: Jasper Meadows 7tb Addi[iOn
LOCATI01'~: Springfidd, Oregon 97':;7~:
PSI PROJECT NUMBER: 722-85031
SURF. ELEV.:
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SOIL DESCRIPTION
silty claye.y/ clayey silt topsoiL black. dry to
moist. very stiff, organics to 11 inches (grass and
blackberry roots)
BORING LOCATION: between lots 308 and 309
::::, c:r,~
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~~fty fat CLAY. gray. motst to wet, sttffto vel)' ~ CH
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Test Pit was terminated at 8~feet below existing
site grade. The test pit was loosely backfilled at
the end of exploration on 7/24/08. Groundwater
was not encountered on this date.
Stratification lines/depths are approximate.
Actual soil conditions encountered during
construction may vary i!om those described
above.
[p-?;il
1040A Shelley Street
Springfield, Oregon 97477 .
(54t) 746-9649
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Date Received'
Planner: AL
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2.5
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CLIENT: Hovden Homes
LO'G'OF TEST }lIT NO. TP-t.
DATE OF EXPLOR.t;,TION: 7/14/2008
.
PROJECT: Jasper !v1eaciows 7th Addnion
i..uCAT10N: Springfield. Oregon 07.:r?i;
EQUIPMENT:
LOGGED BY:
John Deere- 31 OSG \"\'lth 30" \vide sll1(loth
r:O\' ^ lr'upu::keL
,-Ll. _ >. . ,-,'u
BORING LOCATION: between tots 291 and 292
PSI PROJECT NUMBER: 722-85031
SURF. ELE\T.:
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son. DESCRll'TION
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silty clayey/ clayey silt topsoil, black. moist to '.~' :'-...~
wet, ver,' stiff. organics to 12 inches, no I/",U;
vegetation on surface due to, recent standing water :~i ;i.":~
3.0
~6
------------------------~'--
sandy fat CLAY, gray, wet, stiff ~ CH
~
wet, dense to very dense . %
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/,
34
2.0
-2
-3
-4
-~_:...-_-- ----
-5
-7
-8
-9
Test Pit was terminated at 7-feet below existing
site grade. The test pit was loosely backfilled at
the end of exploration on 7/24/08. Groundwater
was not encountered on this date.
-]]
Stratification tines/depths are approximate.
Actual soil conditions. encountered during
construction may vary from those d~scribed
above.
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-12
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1040A Shelley Street
Springfield, Oregon 97477
(541) 746,9649
Date Received:
Planner: AL
I:~~F
.
CLIEl'--lT
PROTECT
Hayden Homes
LOG- OF TEST PIT NO. TP:','
DATE OF EXPLOR.i\TION
LOC~;'TION: Springfi.:.id.OregouC)7-i7B
Jasper Meadows 7[b Addition
PSI PROJECT NUMBER: 722-85031
SURF. ELEV.:
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SOIL DESCRIPTION
silty clayey! clayey silt topsoil. black: dry to
moist. very stiff, organics to 12 inches (grass and
blackberry roots)
7/24/2008
EQUTPII1ENT:. John Deere 310SG with 30" wide snw0tb
LOGGED BY Ra\ Ahpdmcke'
BORING LOCATION: between lots 297 and 298
-, en u;
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~~ft fat CLAY. gra)', mOIst to wet, suffto very ~ CH
~
~
Test Pit was terminated at 8-feet below existing
site grade. The test pit was loosely backfilled at
tbe end of exploration on 7/24/08. Groundwater
was not encountered on this date.
Stratification lines/depths are approximate,
Actual soil conditions encountered during
construction may vary from those described
above.
l" .;;i~~~~~ 1040A Shelley Street
"'.S.!! Springfield, Oregon 97477
l!il:;;;;"" l/I/I. (541) 746-9649
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Date Received' /#'1"
Planner: AL
.
LOG OF TEST PIT NO. TP-b
DATE OF ExPLORJ\.TION: 7/24/2008
CLIENT: Hayden Homes
PROJECT: Jasper h1eadows 7tb AddiTion
LOC.L:..TION: Springfield, Oregon 9!~-7f;
EQtJTPIVlENT: John Deere?' 1 OSG \vith 30" wide smootb
LOGGED BY: RJ\ .s..hp&Yi:tel.
BORING LOCATION: between lots 306 and 307
PSI PROJECT NUMBER: 722-85031
SURF. ELEV.:
'-- cr: 0-. ~
L '" ~ if:. If. " " ~ OL '--
-.J cr.; ~ v::' ~ ~ E.:.; -'"
~ ~
'-- "- SOIL DESCRlPTlON CD < .3 ~- ~ ~ v. "" ""
~ ~ .~.~ ~ v. ~
~ L If. ~ ~ ~ v. V Z
0- L >- U 0 ..J.:: c.. :::; ~ 25
< ::J "- 0 w.J
W (() " 3 -' N
C/) L "- c..
<:l :..0
-1
_0
:......3
-4
-5
-6
-7
-8
-9
-10-
-11
-12
~13
-14
~:-15 -
..
".
silt)' clayey! cl~ryey silt topsoil, black. moisT to ,\ ',:.~
weL very stiff. organics (0 12 inches: no ~'. ,\.I;
vegetation on surface due to recent standing water .;, ;i:~
4.0
~'.-~
sWdif~CLA~~Y~~l~ff--------~-CH--------~--
liRA] . ~ ~~
------------------------~--------------
clayey sand with gravel, yellow-brown, moist to ;%
wet, dense to very dense ~
~
~
%
~
%
%
82
81
2.0
2.0
Test Pit was terminated at 8- feet below existing
site grade. The test pit was loosely backfilled at
the end of exploration on 7/24/08. Groundwater
was not encountered on this date:
Stratification lines/depths are approximate.
Actual soil conditions et;Lcountered during
construction may vary from those described
above.
b-16
"
a:
Ir
o
u-17
in
~
~ -18
:; ~
~
~ -19
N
~
Q
~ -20-
z
Ir
~
W
~
>-
1.~~~~#j1l040ASbel1ey Street
P. 4!'!!!0.... i!J Springfield, Oregon 97477
~/111 (541) 746-9649
Date Received: 1&,#01'
Planner: AL
"
.
L0...; OF TEST PIT NO. TP~f
CLIENT: HavdenHornes DATE OF EXPLOR.i\TlON: 7i:?4:2008
Pf(OJECT: Jasper Jvleado\\'s Itb Addition
~-()C_!.\TI0N: Springfield, Oregon 9747E;
PSI PROJECT NUMBER: 722-85031
SURF. ELEV.:
w.... VJ
'"
-' -'
"-
~ 2:
U3 <
co VJ
-1
-0
-3
-4
-5
-6
-7
-8
-9
-10-
-11
-12
-13
-14
:5 -15-
"'
"
b -16
"
a:
'"
o
u -17
u;
~
~ -18
;;;
o
~
;z 0-19
~
o
lli -20-
z
'"
~
on
~
,..
SOIL DESCRIPTION
silty clayey! clayey silt topsoiL dart brown 10
black. moist, stiff. or2:anics ro 12 inches ( !!rass
roots) . - . -
E(lLTIPlv1EKT: John Deer~ :,lOSG ,\:1,'ith 30" wide smooth
LOGGED BY- R~:. .'-\lip:hl1ckel.
BORING LOCATION: between lots 300 and 301
-'
,=' vi rr:;
- .. CIJ
::lJ ~<
2:..',~-.J
;;- ::JU
VJ
" ',: .~
!i"Yo/;
.,' Ii.. ~
!!....~
~~
~ -;
u: =
"3 ~
~5
v
~:.::.
,,~
.~.;::
-l.=
,
.~ ;:::.
-. -
:..>:::.....-
,- >':
;:.1l.J
C:;U
"
"'"
= (J
-u:C/3
~
00
"-0
>',
~ -
c::.:: '
-'
,;nd)-:-elaStic S):i..: T, ;;ottled red-=-bro-;;:';;: gra)':- - -1 - MH - - - n n -- - - n - u --
;~i~:~~~;;~~~~t~~di~rOstifftoStiff- ~-CH _nnn _n_n_ ----
~
~
~.
~
Test Pit was terminated at.8-feet below existing
site grade. The test pit was loosely backfilled at
the end of exploration on 7/24/08. Groundwater
was not encountered on this date.
Stratification lines/depths are approximate,
Actual soil conditions encountered during
construction may vary from those described
above.
lr!~~ ~~q 1040A Shelley Street
D. ~. I/lSpringfield, Oregon 97477
.::::.... QgPIl (541) 746-9649
~~
iLJ-v.
;::.::::=-
UZ
OlD
c....:::....
2.0
1.5
---HJ---
Date Heceived: :lIJM4
Planner: AL
'.
100,
9:
I
90
85
I 80
75
70
i 65
'f-
'I
'0
,- 601
'w
s
>- 551
;lIl
'IX
'w 50
z
U-
f- 45
itij
:~ 40
.w
:0-
35
30
25
201
151
10
5
0
I
U.S. SIEVE OPENING IN INCHES U.S. SIEVENUMBERS HYDROMETER
6 4 3 21.5 13f4 112:18 3 4 6 _81014162030405060100140200
I I '~~:~~'~~ I I I 'I . I I ". I I
-....:::---e~.1 '___1___1
~.......... -'~;J!-
~" r'''-'' 1
,', ,,~
-'::; " ~.......
, ..-..... '
" "~
. ""-
, "- "-
" "._ J
~.
,~ in
1 1J
. 1
i:
J
100
I COBBLES I
I
1_
GRAVEL
coarse I fine
I coarse I
Specimen Identification
G TP-1 at 2.5'
,
'1%1 TP-3 at 5.0'
A TP-8 at 3.0'
~
~* TP-8 at 5.0'
~
f-
o
~ Specimen Identification
0' .
"0 TP-1 at 2,5'
in
~ 1%1 TP-3 at 5,0'
~
S A TP-8 at 3.0'
M
i2 * TP-8 at 5.0'
~
"
z
a'
~
"'
W
N
Vi
Z
~
~
~
o.
D.O. 0.001
I SILT OR CLAY
I -----------
LL PL PI Cc Cu
67 33 34
69 27 42
GRAIN SIZE IN MilliMETERS
SAND
medium 1
fine
Classification
sandy elastic SILT (MH)
sandv fat CLAY (CH)
sandy elastic SILT (MH)
sandy fat CLAY (CH)
D100
060
1ft:;;'
IJ,~_,..~
Engin.eering Consulting Testing
1 040A Shelley Street, Springfield, Oregon 97477
Phone (541) 746-9649 Fax (541) 746-7163
.
These results apply only to the sample tested.
D30
%Gravell %Sand
3.0 . 35.0
4.0 I 31.0
3.0 15.0
2.0 I 17.0
I I I
GRAIN SIZE DISTRIBUTION
I %Clay
62.0
65.0
82.0
81.0
D10
'IoSiIt
Client: Hayden Homes Review By:
Project Name: Jasper Meadows 7th Addition
Projed Location: Springfield, Oregon 97478
Report Number: 722-85031
'"
..
~
"'-'::'
.::::'
'0
Q)
>...J
'Qj <(
o
n, ..
':1.1 '-
..]!' Q)
.:: c:
l:Jc
;.~ co:
CIa..
'.
.
~ ,
~
~
p.
~ ,
oc
0
u
"
~
~ ~
~
~
~ "
~
~, ~
~
~
:1 ~
z
~
~
'0 ~
Ql ~
~
>-1 ~
a;<( ~
0 ~
(l) L: oc
w
1r Q) ro
oc
ill c W
+-' C ~
m..!!!
Da. ~
o TP-1
,~ Tp-3
60
50
P
L
A
S
T
I
C
I
T
Y
I
N
D
E
X
40
30
20
10
CL-ML
o.
o
20 .
40 60 80 100
LIQUID LIMIT
LL PL PI1Fines Classification
67 33 34 62 sandy elastic SILT(MH)
69 27 42 65 sandy fat CLAY(CH)
Specimen Identification
at 2.5'
at 5.0'
1~~iJ
Engineering Consulting Testing
1040A Shelley Street, Springfield, Oregon 97477
Phone (541) 746-9649 Fax (541) 746-7163
IA TTERBERG LIMITS RESULTS '(ASTM 04318;
Client: Hayden Homes
Project Name: Jasper Meadows 7th Addition-
Project Location: Springfield, Oregon 97478
Report Number: 722-85031
e
,
l",.. ~ ;ZInformation
,.,~. .To Build On
Engineering. Consulting. Testing
Expa'nsion Index.
Uniform Building Code Standard 18-2
(ASTM 04829-95)
~project Name
Laboratory Number
ISample Description
Jefferson MS Project Number
08-394 (Sorinafield 08-171) Date Tested
Clav
722-85031 I
8/4/2008 I
I
I I' I
IM()IS;r;URE"CONT:ENTi:;\!";~'i',~t;j~;~!';;':M.ii!@~;.::i,;\;t; INITIA8'V"',,i',,;,j 50%;S;,I";:':", BeforeTesl),,:
ITare (9), fel 113.3 113.3 .
IWet Weiqht + Tare (II) f!l 174.81 174.8
ID~ Weillht + Tare (Ill Ill) 166.3 166.3
IWeillht of Water (II) lh=f-~l 8.50 8.50
IWeillht of Dry Sam ole (II) II=\t-ej 53 53
[MOisture Content (%) n=(h/l)*1001 16.04 16.04
IMoisture @ 50% Saturation m= 50(168.48-k)/ikx2.7) I I
-~ . .
lOry back Moisture should be aoorox 2% hillher than moisture <11150% sat.
IWeillht of rinll (II) a 364.071 364.07
IWeill,ht of rin\! + soil (ll) b 707.77 707.77
IWei5!~t of soH (Ill . c 343.70 343.70
IWeillht of soil (Ibs) (453.611/lb) 0.76 0.76
IVolume of mold (fti) v 0.00727 0.007271
IDensity wet d = clv 104,231 104,231
lOry Density fk=d/(1+(j/100m 89.821 89.821
I I I
ISaturation S= (2.7x j x k)/((62.4x2.7)-k) 49.451 49.451
IWeillht Retained #4 Sieve
IWeill'ht Passinll #4 Sieve
1% retained #4
I
I
i
I
I
1 I
".'.'",',,> " .,' 1!\:.'T:iine;':'Fi..;; Heillht::i'I/,,'df Eli,;, ~,.-!I
01 0.17811 01
0.51 0.1753 31
0.751 0.17411 41
11 0.17231 61
21 0.16611 12
41 0.15821 201
81 0.14981 28
151 0.1422 361
301 0.13291 45,'
601 0.1211/ 571
1201 0.10541 731
2401 0.0831 951
13801 0.021 1581
14401 0.01981 1581
I I II
IEI=((Final Heillht-initial Heiaht)/Initial Heillht))x1000
I
I.
I
I
I:
I
I
I
I
I
I
I
1
I
I
'1
I
I
IExoansion Index @ 50% Saturation
I
IHammer: B010
IBalance: 0016
IMold: G054
/Exp. Index Rinll: G054
I
1
1
I
1
I
1
I
I
I
1
I
Tesled By JH
Date 8/4/2008
Reviewed By AW
Dale 8/6/2008
(",~;':~:rt_).;:'i'i;;}? A.fter~test~}}::
119.641'
533.181
413.31
119.88
293.66
40.821
Date ReceiVed:~/Ip20.c,f
Planner: AL
J.
'.
l~~;l Informalfon
I:!'..ViaIiJ .To Build On
Engineering. Consulting. Testing GENERAlNOTES
,
SAMPLE IDENllF1CATlON
The Unified Soil Classification System is used to identify the soil unless otherwise noted..
SOIL PROPERTY SYMBOLS
N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches on a
2-inch O.D. split-spoon. .
Qu: Unconfined Compressive Strength, TSF.
Qp: Penetrometer value, unconfined compressive strength, TSF.
Mc: Water Content, %,
LL: Uquid Umit, %,
PI: Plasticity Index, %.
ad: Natural Dry Density, PCF
~ Apparent Groundwater Level at time noted after completion of boring,
. DRILLING AND SAMPLING SYMBOLS
5S: Split-Spoon -1 3/8. LD., 2" O.D" except where noted.
ST: Shelby Tube - 3" O.D., except where noted.
AU: ~uger Sample.
DB: Diamond Bit
CB: Carbide Bit
WS: Washed Sample:
TERM (NON-
COHESIVE SOILS)
STANDARD PENETRATiON
RESISTANCE
(SAFETY HAMMER)
0-4
4-10
10-30
30-50
Over 50
'[
'I
1
1
I
I
I
I
1
Very Loose
Loose
Medium
Dense
Very Dense
TERM (COHESIVE SOILS)
Very Soft
.--Soft
Firm (Medium)
Stiff
Very Stiff
Hard
I
. I
Qu - (TSF) .
0-0.25
0.25-0.50
0.50-1.00
1.00-2.00
2.00-4.00
4.00+
PARTICLE SIZE
Boulders
Cobbles
Gravel
B in.+
B in.-3 in.
3 in,-5mm
Coarse Sand
Medium Sand
Fine Sand
5mm-0.6mm
O,6mm-O.2mm
0.2mm-0.074mm
STANDARD . PENETRATION
RESISTANCE
(AUTOMATIC HAMMER)
0-3
3-7
7-20
20-33
Over 33
j
I
1
I
J
I
J
I
J
j
1
I
J
Silt
Clay
0.074mm-O.005mm'
-O.005mm ,/,~
Data Received: / 'i'~ 'rJa',f
Planner: AL
Professional Service Industries, Inc. . 1040A Shelley 81. . Springfield, OR 97477. Phone 541/746-~649. Fax.5411746-7163.
/
,
.'?
.
'..
l ~~ll Infonnadon
. It!!.oWI1lif .To Build On
Engineering. Consult!:rolrl'eLASSIFICA TION CHART
.
MAJOR DIVISIONS
COARSE
GRAINED
SOILS
MORE THAN 50%
OF MATERIAL IS
LARGER THAN NO.
200 SIEVE SIZE
FINE
GRAINED
SOILS'
MORE THAN 50%
OF MATERIAL IS
SMALLER THAN
NO. 200 SIEVE
SIZE
GRAVEL
AND
GRAVELLY
SOILS
MORE THAN 50%
OF COARSE .
FRACTION
RETAINED ON NO.
4 SIEVE
SAND
AND
SANDY
SOILS
SYMBOLS I
GRAPH I LETTER
~O~O"'o""
aD" a
> a 0 C> t GW
0.0.0.0
'?o'?o?o?
7'.7.:-,7"'
,-_.. '
CLEAN
GRAVELS
(UTTLE OR NO FINES)
........10..
~t!t!t!
~1~f~l~
GRAVELS .......'
WITH FINES . ; . ; . ; .
APPRECIABLE AMOUNT (:!11-':~ .
OF FINES) ..~~?t
.~V~/~/
CLEAN SANDS :~~~~)~!i~~~~!~!j~l
(LITTLE OR NO FINES)
. . . ' .
. . 0' '."
'. '.
. . . . .
. . . . .
',1
. "
'. '.
MORE THAN 50% SANDS WITH
~:A~~~~~E FINES ~.t,.(~'~;:; ~.,~. . '... .'
PASSING ON NO.4 APPRECIABLE AMOUNT Y// 'W
SIEVE OF FINESI . ,: .~
LIQUID LIMIT
GREATER THAN
50
.
;//:/;/j;///;/
/ // // //"
;f//f/:/f//}.
///////////
//f//f,r/f//
II
GP
GM
GC
SW
SP
SM
SC
ML
SILTS . LIQUID LIMIT ~ CL
AND LESS THAN
CLAYS 50
---- .
----
---- , OL
----
- -- - <
----
-.---.
----
SILTS
AND
CLAYS
MISCELLANEOUS FILL SOILS
MH
CH
OH
TYPICAL
DESCRIPTIONS
WELL-GRADED GRAVELS. GRAVEL-
SAND MIXTURES, LITTLE OR NO
FINES
POORLY,GRADED GRAVELS, GRAVEL
- SAND MIXTURES. LITTLE OR NO
FINES .
SILTY GRAVELS. GRAVEL - SANO-
SILT MIXTURES .
CLAYEY GRAVELS. GRAVEL, SAND,
CLAY MIXTURES
WELL-GRADEDSANOS. GRAVELLY
SANDS. LITTLE OR NO FINES
POORLY-GRAOEO SANDS. GRAVELLY
SAND. LITTLE OR NO FINES
SilTY SANDS. SAND - SilT
MIXTURES
CLAYEY SANOS. SAND - CLAY
MIXTURES
INORGANIC StLTS AND VERY FINE
SANDS, ROCK FLOUR. SILTY OR
. CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY. GRAVELLY.
CLAYS, SANDY CLAYS. SII:'tv
CLAYS, LEAN CLAYS
ORGANIC SILTS AND ORGANIC SILTY
CLAYS OF LOW PLASTICITY
INORGANIC SILTS. MICACEOUS OR
DIATOMACEOUS FINE SAND OR
SILTY SOilS
INORGANIC CLAYS OF HIGH
PLASTICITY
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY. ORGANIC SILTS
FILL SOILS, CONTAINING VARYING
AMOUNTS OF DEBRIS.
NON,ENGINEERED FILL
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS It/. f
~~tEl Rec:ived' ~ /1 ;tJtl
Professional Service Industries, Inc,. 1040-A. Shelley Street;Springfield, OR 974n. Phone t'1~J~!~~9.'F'lx 541f746-7163