HomeMy WebLinkAboutApplication APPLICANT 3/5/2008 (2)
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..~. Information
~..,. eTo Build On
ElJflineeting · Consultillll · TestilJfl
Geotechnical Engineering
Services Report
For the
Proposed Abby's/Sonic Springfield
Olympic Street
Springfield, Oregon 97477
Prepared for
ZCS Engineering, Inc.
1654 Williams Highway
Grants Pass, Oregon 97527
Prepared by
Professional Service Industries, Inc.
1040-A Shelley Street
Springfield, Oregon 97477
January 25, 2008
PSI REPORT NUMBER: 722-75075-1
~REoSUBMiTIAl RECiO
MAR ~ 2008
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l"'" ~ ., lriformation
~.,. @ToBuild On
Engineering. Consulting. Testing
January 25, 2008
Mr. Justin Gerliiz, P.E.,
ZCS Engineering, Jnc.
1654 Williams HIghway
Grants Pass, Oregon 97527
Subject:
Geotechnical Investigation and EngIneering Services Report
Proposed Abby's/Sonic Spnngfield
Olympic Street
Springfield, Oregon 97477
PSI Report No. 722-750751
Dear Mr. Gerlitz:
Professional Service Induslries, Inc. (PSI) is pleased to submit our Geotechnicallnvestigafion and
Engineering Services Report for the above referenced project. The purpose of these services was
to assist you, the engineer, and the architect in designing foundations, floor slabs, and prepanng
plans and specifications for construction of the proposed building addition.
Our geotechnical engineenng investigation mdicates the property is considered to be suitable
for the intended building from a geotechnical standpoint, provided the recommendations in the
attached report are incorporated into the design and construction of the project If we can
provide additional assistance, or observation and testing services during construction, please do
not hesitate to contact Ray A1iperti at (541) 746-9649.
Respecl:fuliy Submitted,
Professional Service Industries, Inc.
~CftJr
Raymond V. Aliperti
Project Manager
A" U. V
tli,; I.
t.:r;4ll..-l' fr'i" vew~~
'" v
Charles Lane, P.E.
Senior Geotechnical Engineer
Attachment: Geotechnical Investigation and Engineering Services Report
Distribution: Addressee - (5 copies)
RVAfNa
PRE.SUBMIlTAL REC'D
MAR 5 2008
Professional Service Industries, Inc. 1040A ShellElY St . Springfield, OR 97477. Phone 541/746-9649. Fax 541/746-7163
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Table of Contents
1 0 Introduction 1
20 Project Description 1
30 Scope of Services 1
3 1 Subsurface Exploration 1
32 Laboratory Evaluation 2
33 Engineering AnalysIs 2
40 Site and Subsurface Conditions 2
41 Site Description 2
42 Geology 2
43 SOils 3
44 Groundwater 3
50 Conclusions and Recommendations 3
5 1 Seismic Considerations 3
52 Site Preparation 5
53 Site Preparation dUring Wet Weather . 5
54 Foundation Recommendations 6
55 Floor Slab Support 7
56 Pavement Recommendations 7
57 Construction Dewatering and Drainage Considerations 8
58 Excavation/Slopes. 8
59 Construction MOnitoring 9
60 General 9
Appendix Site Location Map
SOIl BOring Location Map
SOil BOring Logs
Laboratory Test Results
General Notes
SOil ClasSification Chart
PRE.SUBMllTAL REC'D
MAR 5 2008
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PSI Report No 722-75075-1
January 25, 2008
Page 1
Geotechnical Investigation and Engineering Services Report
Proposed Abby's/Sonic Springfield
Olympic Street
Springfield, Oregon 97477
PRE-SUBMITTAL REC'D
MAR {) 2008
1.0 Introduction
ProfessIonal ServIce Industnes, Inc (PSI) IS pleased to submit our Geotechnical Investigation
and Engmeerlng Services Report for the above referenced site The purpose of these services
was to assist the architect and the engineer In designing foundations, and preparing plans and
speCifications for construction of the proposed bUlldmgs Our evaluation was completed In
general accordance with our proposal number 722-07-147 dated December 17, 2007, which
was Signed by Mr Justin Gerhtz with ZCS Englneenng on December 19, 2007
2.0 Project Description
Project mformatlon was provided to us In an e-mail on December 12, 2007 Based on the
Information provided to us, we understand the proposed development will consist of a (1) one
story Abby's Pizza bUlldmg with an approximate footprint of 4,800 square feet and a (1) one
story SOniC bUilding with an approximate footpnnt of 1,800 square feet We also understand
there will be associated asphaltic concrete and concrete pavement areas Detailed structural
loading was not prOVided at this time, therefore we assumed maximum column and wall loads
will be on the order of 50 kips and 3 kips per linear foot, respectively
3.0 Scope of Services
Our authorized scope of services Included conducting three sOIl bonngs under the proposed
bUildings to a depth of up to 15 feet below eXisting site grade Evaluation of the site sOils Included
laboratory testing In order to generate foundation recommendations, site-work recommendations,
and the preparation of this geotechnical engineering services report
In general, our evaluation Included the following authonzed scope of servIces.
3.1 Subsurface Exploration
In order to charactenze the general nature of sOil and groundwater conditions at the site, sOil
test bonngs (B-1 through B-3) were dnlled per ASTM D1586 uSing our CME 75 truck-mounted
dnll ng with an automatic Standard Penetration Test (SPT) hammer The locatIons of the sOIl
bonngs are shown on the attached SOil Bonng Location Map In the AppendiX A log of the sOil
bonngs are also attached m the AppendiX Samples were Identified In the field, placed In sealed
bags, and transported to the laboratory for further claSSification and testing Upon completion,
the sOil bonngs were loosely backfilled with the auger cuttmgs and granular bentonite ChipS,
DUring drilling operations, standard penetration tests (SPT) were performed to a depth of 16 ~
feet. An SPT test IS performed by driving a 2 Inch, outSide diameter, split spoon sampler mto
the undisturbed formation located at the bottom of the advanced auger with repeated blows of a
140 pound, pm gUided hammer failing a vertical distance of 30 Inches The number of blows
required to drive the sampler one foot is a measure of the soil consistency (cohesive sOils) and
density (non-coheSive sOils).
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PSI Report No 722-75075-1
January 25, 2008
Page 2
PRE.SUBM\TTAl REC'D
MAR 5 2008
3,2 Laboratory Evaluation
Selected samples of the subsurface sOils encountered were returned to our laboratory for further
evaluation to aid In classification of the materials, and to help assess their strength and
compressibility characteristics The laboratory evaluation conSisted of visual and textural
examinations, mOisture content tests (ASTM 04959), Atterberg limits tests (ASTM 04318),
gradation tests (ASTM 04228 and 01140), and sOil classification tests (ASTM 02487) Results of
the tests are shown In the Appendix
3,3 Engineering Analysis
Engineering analyses and recommendations regarding general foundation design Including
allowable sOil bearing pressures, minimum footing depth requirements, and estimates of
foundation settlement are Included In this report In addition, recommendations were developed
addressing site preparation, placement and compaction of fill materials, and site preparation of
the floor slab areas
4.0 Site and Subsurface Conditions
Site and subsurface features encountered at the time of our field services are described below
4,1 Site Description
The subject site IS located Olympic Street In Springfield, Oregon The proposed bUilding site for
the Abby's Pizza bUilding IS currently occupied by an eXisting single story CMU block bUilding
The proposed SOniC bUilding site is currently covered With asphaltic concrete The remainder of
the site IS also covered With asphaltic concrete The elevation of the site IS similar to Olympic
Streets The site IS bordered to the south by eXisting reSidential development, the east and the
west by eXisting developed commercial bUildings, and the north by Olympic Street
4.2 Geology
The subject site lies Within the southern portion of the Wlllamette Valley Geomorphic Province,
east of the Coast Range and west of the Cascade Mountains Geomorphic Provinces The
Wlllamette Valley Province IS regional lowland that extends from Just south of Eugene, Oregon
to Vancouver, British Columbia Within Oregon, thiS narrow allUVial plain IS approximately 130
miles long and ranges from approxImately 20 to 40 miles wide (Orr and Orr, 1996) The
province IS drained by the Wlllamette River, the longest north-flOWing river In North America
Compressional forces attendant With uplift of the Cascade and Coast Range Mountain Ranges
dUring the Miocene and Pliocene epochs depressed the Wlllamette Valley The bedrock
lithology of the Wlllamette Valley In the vIcinity of the subject site IS the late Eocene aged
(approx 35 million years ago) Eugene Formation, a generally well consolidated to IIthlfled,
tuffaceous near-shore marine sedimentary rock that was gently folded dUring the geosynclinal
compressional period described above (Yeats and others, 1991)
Prior to deformation, low energy streams and lakes present Within the southern Wlllamette
Valley dUring the Pliocene epoch covered the Eugene Formation With flUVial and lacustrine
deposits of Silts and clays to various depths With the rapid uplift of the Cascade Mountains In
the Pliocene epoch, steepened stream gradients resulted In Increased erosion of the Cascades
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PSI Report No 722-75075-1
January 25, 2008
Page 3
and rapid deposition of thick gravel layers that incised the soft fluvial and lacustnne deposits
overlYing the Eugene Formation Locally, fining upward sequences of rhythmite deposits from
the Pleistocene aged Missoula Floods are preserved that record up to 30 advance and retreat
cycles of Lake Allison (Waitt, 1985), which filled the Wlllamette Valley to a depth of
approximately 350 feet with each flooding event (Allen and others, 1986)
4,3 Soils
Based on the sOil bonngs, the sOil profile generally consisted of approximately 2 }-2 Inches of
asphaltiC concrete overlYing approximately 6 Inches of %"-0 crushed rock fill UnderlYing the
crushed rock fill was approximately 8 }-2 feet of medium stiff silt with sand UnderlYing the medium
stiff silt with sand was dense to very dense, well graded gravel with silt and sand (locally known as
"bar-run" gravel) The well graded gravel with silt and sand extended to the maximum depths
explored of 16 }-2 feet For more speCific details of the sOils encountered In our sOil bonngs,
please reference our SOIl Bonng Logs In the AppendiX
In-situ mOlstures on the silt with sand ranged from 24 to 33 percent Based on the laboratory
work performed, the sandy silt classified as ML, low plastiCity silt For more speCifiC details of the
laboratory work performed, please reference the attached Laboratory sheets In the AppendiX
4,4 Groundwater
Static groundwater was encountered from 9 to 14 feet below eXisting site grades dunng our site
Investigation on January 7, 2008. We antiCipate the groundwater may nse dunng months of
high runoff Vanatlons In groundwater levels should be expected seasonally, annually and from
location to location The contractor for thiS project should antiCipate surface and subsurface
seepage Into any excavations performed dunng high mOisture penods of the year We
recommend the contractor venfy groundwater levels at the time of construction
5.0 Conclusions and Recommendations
Based on the results of our field work, laboratory evaluation, and englneenng analyses, It IS our
opInion that the site IS SUitable for the proposed bUildings prOVided that the following
recommendations are Incorporated Into the design and construction of the project
5.1 Seismic Considerations
In accordance with Table 161352 of the 2007 State of Oregon Structural Specialty Code
(SaSSC), an amendment to the 2006 International BUilding Code (IBC), we recommend a Site
Class D (stiff sOil profile) for thiS site when consldenng the average of the upper 100 feet of the
site According to the USGS probabilistic ground motion maps
(http //ealnt cr usas gov/eq/html/lookup-2002-lnterp html) and uSing a latitude of 44 057323
degrees and longitude of -122967684 degrees, the maximum conSidered earthquake (MCE)
ground motions for the site are Ss=O 63g and S1=0 30 (for Site Class B) In accordance with
Tables 161353 (1) and 161353 (2), the Site Coefficients Fa and Fv are 1 30 and 1 81
respectively, for site Class D Therefore the adjusted MCE ground motions are Sms=O 818 and
Sm1=0 536 (for Site Class D) The PGA (peak ground acceleration) for thiS site IS 026g The
return Interval for these ground motions IS 2 percent probability of exceedance In 50 years
PRE-SUBM'TTAl REC'O
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PSI Report No 722-75075-1
January 25, 2008
Page 4
OSSC Section 1802 2 6 Seismic Design Category C
1 Assessment of seismiC hazards Including liquefaction, lateral spread, ground surface
rupture due to faulting or lateral spreading, seismicallY-Induced settlement of sOils due to
ground shaking, and earthquake-Induced landslldlng
Liquefaction Based on the results of our sOil bonngs conducted on January 7, 2008, the
nsk of liquefaction IS low-pnmanly due to the absence of loose, saturated, low-plastiCity
or granular sOIls within the explored depths We do not recommend any measures be
taken In the design of the proposed structure to address nsk to life-safety regarding
liquefaction
Lateral Spread The nsk of lateral spread IS negligible due to the absence of slopes
adjacent to, or on, the site, as well as the low nsk of liquefaction as stated above No
measures are recommended In the desIgn of the proposed structure to address nsk to
life-safety regarding lateral spread
Ground surface rupture due to faulting or lateral spreading The nsk of ground surface
rupture due to lateral spreading IS negligible There are no known active faults mapped
In the vlclnrty of the Site, nor did we observe eVidence of faulting In our sOil bonng
However, due to the active seismicity of Oregon, the pOSSibIlity of faults In the area
cannot be completely ruled out
SeismicallY-induced settlement Based on the anticipated earthquake scenano and the
sOil stratIgraphy of the Site, relatively minor seismically Induced settlement IS likely to
occur (up to about 1 Inch) Such settlement will probably affect relatively large areas so
that differential settlements over short distances are likely to be very small We do not
recommend any measures be taken In the design of the proposed structure to address
nsk to life-safety regarding seismicallY-induced settlement
Earthquake-Induced landslldlng Landslldlng IS not conSidered a hazard on thiS site due
to the lack of slgnrflcant steep slopes near the proposed bUilding location We do not
recommend any corrective measures be taken In the design of the proposed structure to
address risk to life-safety due to landshdlng
The follOWing addresses the requirements of OSSC Section 1802.2 7 SeismiC Design Category
D
1 Determination of lateral pressures on basement and retaining walls due to earthquake
motions
Based on our review of the project plans and information provided by the design team,
we understand there are no plans for any basements or retaining walls Therefore, a
determination of seismic lateral pressures on basement and retaining walls IS not
needed
2 An assessment of potential consequences of any liquefaction and sOil strength loss,
Including estimation of differential settlement, lateral movement or reduction In
foundation soil beanng capacity PRE-SUBMITTAL REC'D
MAR 5 2008
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PRE-SUBMtTTAL REC'O
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PSI Report No 722-75075-1
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Page 5
The nsk for liquefaction, sOil strength loss, and any differential settlement due to seismiC
activity for this site IS relatively low due to the absence of loose, saturated low-plasticity
or granular sOils within the explored depths We do not recommend any measures be
taken In the design of the proposed structure to address nsk to life-safety due to
liquefaction, sOil strength loss, and any differential settlement due to seismiC activity
5.2 Site Preparation
In general, we recommend that all structural Improvement areas be drained of surface water
and stnpped of asphaltic concrete, eXisting crushed rock and gravelly sand/sandy gravel fill
sOils, highly saturated or disturbed sOil, and any other deletenous matenals Including
construction debns encountered at the time of construction Additional site preparation Will
depend upon the proposed site grades and bUilding features Dunng construction, we
recommend the subsurface conditions be investigated In this area by a representative of the
Geotechnical Engineer to venfy sOil conditions are similar to what was encountered In our SOIl
bonngs
Fill matenal should consist of an all-weather, clean, granular fill containing less than 5 percent
matenal passing the U S #200 Sieve, such as sand, crushed rock, or sand and gravel A non-
density testable fill matenal such as sandy gravel (locally known as bar run) may be utilized for
achieVing desired grades Due to the vanablllty of the fines content In locally available bar run
gravel, If earthwork construction uSIng bar run gravel IS anticipated to take place dunng wet
weather, It Will be Important that the sUitability of the bar run gravel IS evaluated by the
Geotechnrcal Engineer Selected samples of the matenals to be used for structural fill should
be submitted to our laboratory In order to evaluate the maximum density, optimum mOisture
content, and SUitability of the sOil for use as fill
All density testable structural fill matenals placed In the bUilding area should be mOisture
conditioned to within :t 2 percent of optimum mOisture content and compacted by mechanical
means to a minimum of 95 percent of the matenal's maximum dry density as determined In
accordance with ASTM 01557 (Modified Proctor) If bar run fill IS used, that matenal should be
evaluated for compaction by Proofrolllng with a tandem axle truck, or Similar, with a weight of at
least 45,000 pounds Fill matenals should be placed In layers that, when compacted, do not
exceed about 8 Inches Loose lifts of about 12 Inches are generally acceptable prOVided the
desired compaction IS achievable
Excavation and construction operations may expose the on-site native sOils to Inclement
weather conditions The stability of exposed native sOils may rapidly detenorate due to
preCipitation or the action of heavy or repeated construction traffic Accordingly, foundation area
excavations should be adequately protected from the elements, and from the action of repetitive
or heavy construction loading
5.3 Site Preparation during Wet Weather
Placement of crushed rock should follow Immediately after site grading In order to prOVide
protection of the senSitive subgrade sOils dunng construction actiVities In traffic areas, the
placement of a one-foot thick granular working base IS generally recommended with thicker
sections and/or geotextlle fabncs recommended In heaVily traveled areas Generally, three to
SIX Inches of crushed rock IS sufficient In foot traffic areas
Dunng wet weather grading operations, all excavations should be performed uSing a smooth-
bladed, tracked backhoe working from areas where matenal has yet to be removed or, If
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PSI Report No 722-75075-1
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Page 6
necessary, from the already placed structural fill If excavation equipment does work on the
structural fill, care should be taken not to disturb (pump up) the underlYing sOils Should sOils
become disturbed, the sOils should be removed to firm native subgrade and replaced with
structural fill In accordance with section 5 2 of this report
Proofrolllng of excavation bottoms IS likely not appropnate dunng wet weather grading In order
to aVOid disturbance of mOisture-sensitive sOils Should construction take place dunng wet
weather, we recommend that a representative of the Geotechnical Engineer be present to
observe the subgrade In order to evaluate whether additional preparation IS Indicated
5,4 Foundation Recommendations
The planned construction can be supported on conventional spread footing foundations beanng
on 24 Inches of structural fill overlYing the silt with sand If foundations are placed as
recommended, they may be Sized for a maximum net allowable soli beanng pressure of 1,500
pounds per square foot (psf) The structural fill should extend honzontally on all sides of the
footing a minimum distance equal to one-half the depth of the fill (I e for an 2 foot thick fill, width
of excavation should be at least 1 foot wider than the footing on either side) Allowable sOil
beanng pressures are based on dead load plus design live load A one-third Increase IS allowed
for short-term wind and seismiC loading Minimum dimensions of 24 Inches for column and 18
Inches for continuous footings should be used In foundation design to reduce the POSSibility of a
local beanng capacity failure
All footings should be located at a depth of at least 18 Inches below the lowest adjacent extenor
grade to provide frost protection
Consolidation of the overburden resulting from the foundation loads will result In some foundation
settlement Based on the results of the field tests and the anticipated foundation loads, we
estimate that foundation settlements should not exceed one Inch Differential settlement between
two adjacent columns should not exceed 50 percent of the total settlement
Honzontalloads acting on shallow foundations are resisted by fnctlon along the foundation base
and by passive pressure against the footing face, which IS perpendicular to the line of applied
force The coeffiCient of fnctlon between the base of the footing and properly compacted,
granular fill IS 035 If a well graded gravel with silt and sand IS used, the design coeffiCient of
fnctlon between the base of the footing and properly bar run fill IS 0 30 Passive sOil resistance
values equal to an equivalent fluid pressure of 270 pet may be used for either compacted,
granular fill or bar run sandy gravel against the face of the footing These values, for fnctlon and
passive resistance, Incorporate a factor of safety of 1 5, which IS appropnate due to the amount
of movement required to develop full passive resistance
The foundation excavations should be observed by a representative of PSI pnor to steel or
concrete placement to assess that the foundation materials are capable of supporting the design
loads and are consistent with the matenals discussed In thiS report Soft or loose sOil zones
encountered at the bottom of the footing excavations should be removed to the level of firm sOils
free of deletenous matenals or adequately compacted structural fill as directed by the geotechnical
engineer Cavities formed as a result of excavation of soft or loose sOil zones should be backfilled
With lean concrete or dense, well-graded, compacted crushed rock
PRE-SUBMITTAL REC'D
MAR 5 2008
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5.5
Floor Slab Support
PRe:stmM\iiAl REC'D
MAR 5 2008
PSI Report No 722-75075-1
January 25, 2008
Page 7
Where the concrete slab-on-grade IS not already underlain by crushed aggregate, the concrete
floor slab-on-grade can be grade supported on at least 12 Inches of properly compacted,
crushed, granular fill placed as described in the section 52 of thiS report In order to achieve
compaction of the granular fill, a geotextlle fabric and possibly another 6 Inches of granular fill may
be necessary depending upon the mOisture content of the native sOils at the time of construction
(I e If the native sOils are wet) If the sOil conditions allow, proofroll testing as described In
section 5 2 should be accomplished In order to Identify any soft or unstable subgrade sOils that
may need to be removed from the floor slab area prior to structural fill placement
The crushed rock fill should provide a capillary break to limit migration of mOisture through the
slab If additional protection against mOisture vapor IS desired, a mOisture vapor retarding
membrane may also be Incorporated Into the design Factors such as cost, special
considerations for construction and the floor coverings suggest that decIsions on the use of
vapor retarding membranes be made by the architect and the owner
Please note that we were not able to perform a subsurface exploration under the eXisting
bUilding, therefore dUring construction we recommend allOWing PSI the opportunity to explore
under the eXisting bUilding with a backhoe or similar equipment to see If the material IS similar to
what we found In our sOil bOrings and to be sure our recommendations stili apply.
5.6 Pavement Recommendations
Our scope of services Included evaluating the surface sOils for the specific purpose of a detailed
pavement analysIs The recommended thicknesses presented below are considered tYPical and
minimum for the derived parameters After the site has been stripped and prepared In accordance
with section 5 2 of thiS report, and pnor to plaCing the base or leveling course, the pavement
subgrade should be proofrolled with a fully loaded dual axle dump truck Areas found to be soft or
yielding under the weight of the dump truck should be overexcavated as directed by the
Geotechnical Engineer's representative and replaced with additional base course The base
course should consist of well graded crushed stone with a maximum particle size of 2 Inches and
no more than 5 percent passing the U S #200 sieve (0 075 mm) The base course should be
mOisture conditioned to within three percent of optimum and compacted to a minimum relative
compaction of 95 percent, as determined by the ASTM 01557 (Modified Proctor)
USing the AASHTO method of flexible pavement desIgn, the follOWing design parameters have
been assumed a California Bearing Ratio (CBR) value of 5 for the Silt with sand sOils that underlie
much of the proposed new parking lot and dnveway pavement areas, a pavement life of 20 years,
a terminal serviceabIlity (Pt) of 2, a regional factor (R) of 3 0, and an 18,000 pound eqUivalent axle
load (EAL) of 10 per day for car parking, and 100 per day for driveway areas. Making these
assumptions It IS possible to use a locally tYPical "standard" pavement section consisting of the
follOWing
Asphattlc Concrete Recommended Minimum Thicknesses (InCheS)~]
Pavement Matenals Car Parking Dnveway Areas :
Asphaltic Concrete Surface
Crushed Aggregate Base Course
l underlain by Mirafi 500X geotextile
fabric or equivalent
21/2
31/2
10
12
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PSI Report No 722-75075-1
PPE.SUBM\llAl REC'D January 2~:gOeO~
MAR 5 2008
AsphaltIc concrete materials should be compacted to at least 91 percent of the material's
theoretical maximum density as determined In general accordance with ASTM D 2041 (Rice
Specific Gravity)
Geotextlle fabnc should be placed over a smooth subgrade and should be placed with no
wrinkles The fabric should be overlapped a minimum of 18 Inches Construction equipment
should not be permitted to travel on the geotextlle fabnc
Water should not be allowed to pond behind curbs and saturate the base course In down grade
areas base course should extend through the slope to allow any water entering the base course a
path to eXit
5,7 Construction Dewatering and Drainage Considerations
Water should not be allowed to collect In foundation excavations, on floor slab areas, or on
prepared subgrade dunng or after construction Excavated areas should be sloped toward one
corner to facIlitate removal of any collected rainwater, groundwater, or surface runoff Positive site
drainage should be provided to reduce infiltration of surface water around the penmeter of the
building and beneath the floor slabs The grades should be sloped away from the bUilding and
surface drainage should be collected and discharged such that water IS not permitted to Infiltrate
the backfill and floor slab areas of the bUilding If excessive water seepage occurs, the
Geotechnical Engineer should be notified
5.8 Excavations/Slopes
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
In Federal Register, Volume 54, No 209 (October 1989), the United States Department of
Labor, Occupational Safety and 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 entenng 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 stnctly 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 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 contractor's or other parties' compliance with
local, state, and federal safety or other regulations
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PRE-SUBM\TIAl REC'(}sl Report No. 722-75075-1
January 25, 2008
M~n r) ZOOR Page 9
5.9 Construction Monitoring
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 be tested by our representative in order to evaluate the
thoroughness and uniformity of their compaction. Costs for the recommended observations
during construction are beyond the scope of thIS current consultation Such future services
would be at an addItional charge.
6.0 General
PSI dId not provide any service to investrgate or detect the presence of moisture, mold or other
biological contammates in or around any structure, or any service that was designed or intended
to prevent or lower the risk of the occurrence of the amplification of the same. Client
acknowledges that mold is ubiquitous to the environment with mold amplification occurnng when
building materials are impacted by moisture. Client further acknowledges that site conditions
are outside of PSI's control, and that mold amplification will likely occur, or continue to occur, in
the presence of moisture. As such, PSI cannot and shall not be held responsible for the
occurrence or recurrence of mold amplification.
This report is for the exclusive use of the addressee and their representative to design the
proposed structure described herern and to prepare construction documents. The
recommendatIons contaIned in this report are based on the available subsurface information
obtained by PSI, and design details furnished for the proposed project. If there are any
revisions 10 the plans for this project, or if deviations from the subsurface conditions noted in this
report are encountered during construction, PSI should be notified immediately to determine if
changes in the foundation recommendations are required. If PSI Is not retained to perform
these functions, PSI will not be responsible for the impact of those conditions on the project.
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.
Respectfully Submitted,
Professional Service Industries, lnc.
~(1~
~PRO~
I~~
I~( ~ ~ i' :\t:J
tl~1? ~~
~\ V' GREGcm {}! !
~~y
.~~
J4- j /-- 3t -('2'
Charles R Lane, P.E.
Senior Geotechnical Engineer
Raymond V. Aliperti
Project Manager
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PRE-SUBMITTAL REC'D
MAR 5 2008
APPENDIX
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A
'~
.:: MA.PQVES".::.'
T s.t I L
u
......U..'IU'4..... 1111
'/
01
1200 m
~ 600 ft
((
- q' l- -
r-
R Stll
/) '1/
- I,
J'
. "
I :z
,I /- ---- - -, ~St) ~
-- --=:"'... to- ".,. Marcola_ ~d_ _ ~
~ ~::J}
~ I ~/ //
lq~t...-_::=~ /
r-
--")
~aia-tobll J-L.-- .
, ,":- ./--:.:::
1ieamont St 11 ", Subject
easant St I ~II ;j^>, Property
'mplc St J ~ ~II /1< ~ IL_-~~ '"_'_
J '~I if"1 I--~ Scott Rd ~ ~
M s.t~, -7 ]
~/I J
ntennlal BMJ 1 ~ I L_ _ ~ ~ l5' _I ,;::-
Pa~/~ll__ .~ J St I', ---ll
1;1- - 1-
J.St _
I ~~/- I L J- r ll~ I
B(ittle // --__ - - - - ' H St I , (
'1< /';/ L~:::-~:.=;;::I r-- - - - -I lXI'
~ 206.7~Mapouesffnc'____ - - - ; l : (';;a I
Olympic St
~
;:;
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r
L
Centennial BlVd
, ,c::
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I, -J!
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-s,
f')
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~ _L __
'iJ--':-' .
J (1-- ,.., .
.~ II r:;",rcnl1 ,J) t
Map Data ~ 2007 NlI\YUQ, ~r TeleA,!!as
PRE.SUBMlrrAl REC'O
MAR 5 2008
Source Mapquest
PrOject
Proposed Abby's/Sonic Springfield
Olympic Street
Springfield, Oregon 97477
SITE LOCATION MAP
PrOject No Date
722-75075-1
January 25, 2008
ProfeSSional Service Industnes -1040-A Shelley Street - Spnngfield, Oregon 97477 - Phone (541) 746-9649 - Fax (541) 746-7163
-------------------
1r
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=~~~it~-rr I' j~H'r~(Jt&tl':%:;=:f~Ll3~:rll'"<L~~.~<- -~'.'
-\L- -...p, " _.... ~. ." ,t.
"',. i 0 ~-:':'_1t ' IIIIU..NIIII "'II r "'~-J:"if MU"'....c. '(
---S".--.-',---i~ 3 ='~:.s----n\ B-2 .~u ~~,:;_. . I (-r~..--',\ ~~"-" ;;;.:.f-- El~i\j
_-__ 46~-",' r: - ~ - ~/i l..:T_!_Irn l/T" ~ 1- ~:" .. ',_ -~ --- u -- -~ &~~ -\ t~
~ 'e- B-3. '">~.L "i ,c,';'T!~ .,J,~2 :~ ~; ,.' '. ~'" = ':,. - '" .,.,~_. ~''''i' ,/d"\
~) ;;;::-;;;-1 '., ,;r/~ ~ ~ =+ - --- il i! \
AARONS ~ ~ ~ . ~J ~ / -+-:= -+ UNDINe OUTlET ClJ1ZENS BAJa i r 1_: j
: S - -+ r- -+- G HAtMan 0/>1 :' ~~/1
~---i . :J'/),I ~ ~ - f- iat~ ""'01""''' 811M"" (.1-1-," t .~ .~. \
~I r~J \ PKRr--- _ ~ /__U~ ~ - mS17NG BUlUJING :. -t:--: ! . I -1 ~ I,
i ,=-1' .-,~. ~ . ~ -,::"~~!m+:~lqTrtJ)~ I:~'>~' i
= -~' 1".". ,./ \ ~ ~. ~ B-1 __.,/ ~~~:..r,O- ,~u V . &"~ t I
(~-'-:.,~ '" ;:~;-.,: ~~- ," <~. ~'-:). :tt;S~j \~,;,; :~\
. r.~::::: ') ~ ~. " J I J-:";"":,'~-'". I :::~".," ~: .~:,
PRE-S BMITTAL REC'D '~!;.'~~" 'fl
f,j R 5 2008
~/~//
OLYJlP1C STREiT
--~--
S - ApproXimate location of SOil bOrings
Source zcs Entllneenn~, Inc
Scale 1mch = 70 feet
Proposed Abby's/Sonic Springfield
Olympic Street
Springfield, Oregon 97477
TEST PIT LOCATION MAP
Project No
Date
722-75075-1
January 25, 2008
--~i5}ofeSSlonal'&irvlce Industnes - 1040-A Sheliey Street - Springfield, Oregon 97477 - Phone (541) 746.9649 - Fax (541) 746-7163
I
LOG OF TEST BORING NO. B-1
I
I
CLIENT ZCS Engmeenng, Inc
PROJECT Abby's/SOlllC Spnngfield
LOCATION OlympIC Street, Spnngfield,
Oregon
PSI PROJECT NUMBER. 722-75075
SURF ELEV
w~
0::: ~ w Co
~t-< ~o::
t-< Z -1 g:
(/]w <CUl
o ~ ~ 6
:?:o Z....J
r) co
I SPT ~~:ft~e~l:ic concrete 2 1/2 mches thIck, lIttle to no f, ~ ~ = = == = = = i-i.-i- ~ g::: ~ = =
I \_______________________/ ML
: lc!u~h~~r~~ Eg,!:,...z~~ ~~s~ ~eE.s!> lIi:'.:9 _ J
I SILT wIth sand, red-brown, mOIst, medIUm stiff
8PT
-,
0..
(9
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1'-.
o
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I'-
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(9 - 35 -
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ISPT
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SOIL DESCRIPTION
ISPT
I
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18PT
I
ISPT
I
I
well graded GRAVEL with silt and sandgray,
wet, dense
Bonng was termmated at 16 5 feet below eXlstmg
sIte grade The bonng was loosely backfilled
WIth auger cuttmgs and asphalt cold patch at the
end of exploratlOn on January 7,2008
Groundwater was measured to be 12 feet below
grade unmedlately after auger removal
StratdicatlOn lmes/depths are approx1ll1ate
Actual soIl condltlOns encountered dunng
constructlOn may vary from those descnbed
above
1040-A Shelley Street
Spnngfield, Oregon 97477
(800) 783-9649
DATE OF EXPLORATION 1/7/2008
EQUIPMENT CME 75 with auto hammer
LOGGED BY Ray Ahpertl
BORING LOCATION IO'N, IO'E of the SE corner of
eXIstmg bldg
-1
o
co
:?:
:><
(/]
Ow
E-<cZ>
w",-w
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0..,0..0
0.. ;;': ~
REMARKS
(/](/]
u(/]
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(/]-1
;:::>U
28
2-2-2 1 75
37 1-2-2 050
43 0-1-1 .25
-,---- --- ---- ------
.,.
· , 7-17-2S
.e,
· ,. ~Z
I. ,
.e,
.,.
I. ,
.e,
.,. 8-18-15
..
PRE-SUBM\TIAl REe'l)
MAR 1) Z008
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LOG OF TEST BORING NO. B-2
CLIENT ZCS Engmeenng, Inc
PROJECT Abby's/S0111C Spnngfield
LOCATION OlympIc Street, Spnngfield,
Oregon
PSI PROJECT NUMBER 722-75075
SURF ELEV.
DATE OF EXPLORATION 1/7/2008
EQUIPMENT CME 75 wIth auto hammer
LOGGED BY Ray Ahpertl
BORING LOCATION 20N, 5'E of the NW comer of
the eXIstmg bldg
f-<
L.L.;
::c
f-<
p..,
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;:::J f-< ;:::J 0::
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~ 0 Z....l
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SPT i~:ft~:slstIC concrete 2 1/2 mches tluck, little to no /( ~ = = = == = = = i.i.-i- ,3: (} ~ ~ = =
~----------------------/ ML
I lc.!:u~h~~r~~ !g,!-,~~~ ~~s~ ~e~s~ 1/~':9 _ J
I SILT wIth sand, red-brown, mOIst, medIUm stIff
ISPT:
I
ISPTi
I
I
I
I sPy 0-1-2 .25
-------------------------..,---- --- ---- ------
I well graded GRAVEL with silt and sandgray, : ,.
I wet, dense t
I SPT t..' 7-19-9
I .,.
I t. ,
I t. ~
.,.
I ~ ,
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I~ :~
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REMARKS
Ol.Ll
f-<cZ>
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SOIL DESCRIPTION
30
4-5-7 20 76
- 5
47
2-1-2 25
-10
:z
- 15
5-1O-2S
- 20-
Bonng was tenmnated at 16 5 feet below eXIstmg
SIte grade The bonng was loosely backfilled
wIth auger cuttmgs and asphalt cold patch at the
end of exploratIOn on January 7, 2008
Groundwater was measured to be 12 feet below
grade 101lnedIately after auger removal
StratIficatIOn 1mes/depths are approXImate
Actual SOli condItIOns encountered dunng
constructIOn may vary from those descnbed
above
- 25-
co
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<0
f-
o
t9
0..
g5 - 30 -
u
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0..
-,
0..
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r--,
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r--
N
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r--
19 - 35 -
z
C2
0..
(f)
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<D
~ )RE.~UBMITTAl REC'D
YAR 5 2008
~;,
I~
1040-A Shelley Street
Spnngfield, Oregon 97477
(800) 783-9649
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LOG OF TEST BORING NO. B-3
CLIENT ZCS Englll~enng, Inc
PROJECT Abby's/Sol11C Spnngfield
LOCATION Olympic Street, Spnngfield,
Oregon
PSI PROJECT NUl'vfBER 722-75075
SURF ELEV,
DATE OF EXPLORATION 117/2008
EQUIFMENT CME 75 With auto hammer
LOGGED BY Ray AhpertI
BORING LOCATION Northend of old Perk City
Coffee Bldg
I-<
u..
:If
I-<
0..,
~
Q
~~:
0::: - ~ ~
::J I-< ::J ~
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[ ) co
SPT i asphaltIc concrete 2 1/2 lllches thick, lIttle to no ~~= = = == = =4 +-~4 ~ ~:: = =
I ~i~~i~i~I~bj~~~~~ie~~i7f:9__j ML
- SILT WIth sand, red-brown, mOIst, medIUm stiff
SPT
REMARKS
Or..L1
I-<cZ>
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~~UJ......
uzUJUJ
o~-.<o
0.., 0..,0
0.., ~~
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.....l
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UJUJ
U:<
UJ.....l
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SOIL DESCRIPTION
35
1-2-2 10 54
- 5 I
ISPT 2-2-4 1 0
I
I
SPT 1-2-14050 ~~
I
I
I
I
I
I
I
I
I
I
I
-10
- 15
- 20-
.,
o
05
- 251
I
I
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I -wellgraderGRAVEL-WlthSiltandsalldgray~-J..~---- --- ---- ------
I wet, dense ·
SPT ~_, 1C -28-35(;")
. .
...
t. ,
.- .
...
t. ,
.- .
SPT ... 4-16-2C
l
Bonng was terrmnated at 16 5 feet below eXlstrng
site grade The bonng was loosely backfilled
With auger cuttrngs and asphalt cold patch at the
end of exploratIOn on January 7, 2008
Groundwater was measured to be 12 feet below
grade rmmedlately after auger removal
StratIficatIOn lllles/depths are approxrmate
Actual sOlI conditIOns encountered dunng
constructIOn may vary from those descnbed
above
PRE. SUBMITTAL REC'D
MAR 5 2008
I
t- ~ -11 040-A Shelley Street
D~.. Spnngfield, Oregon 97477
_. .." (800) 783-9649
f0o-
D
(!j
a..
gj - 30 -
u
iii.
a..
...,
a..
(!j
UJ
.....
o
UJ
....
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N
....
(!j- 35-
z
ii::
a..
[IJ
-1
f1'
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I
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I
Specimen Identification I
I -I B-2 at 2.5'1
IZlI B-3 at 2.5'1
~ I I
~ I I
I b I 1
l'J
~ Specimen Identification I 0100
I ~ -I B-2 at 2.5'1
~ IZlI B-3 at 2.5'1
~ I 1
I ~ I I
~ I I I
l'J
z
I ~ lil.si/
~ Engineering Consulting Testing
I 5 1 040A Shelley Street, Springfield, Oregon 97477
~ Phone (541)746-9649 Fax (541)746-7163
These results apply only to the sample tested
US SIEVE OPENING IN INCHES IUS SIEVE NUMBERS
6 4 3 2.5 1 3/4 1/23/1 3 '- 6 810 1416 20 30 40 5060 100140200
_II ,. I I I III I .1-
,-------, r ----
,-------1 r
------- r ~~~=_I
I ----- r
i r
I I r- ..----
,~~~===I ,- _____
,-
I-
~----- r
------ r
------ r
r
r
r
r
,
1
I
1 (
100
95
90 ---
85
80 I
75 - --,
70 - --
I
65 - --
.~ 60 -,
LU
.$
>- 55 -
~ I
LU 50 ---
z
u:
f-- 45 ---
z
LU
12 40 ---
~ I
35 - --
1
30 -- -
I
25 - --
1
20 - --
,
15 ---
10 ---
5-
0_
COBBLES I
1
I I
I I
1"-------1
r-------
r-------,
r-------I
,--------
r-h----,
,_h____,
100
GRAVEL
coarse 1 fine
---- -I
I
----I
-----I
~~===I
I
_____I
~~==_I
----I
---- -,
~~ I I l--- L 1----- i
---\ . ---- ~11Jm nfAti1eCI)
__n_~ _unn_1 ~A~ -5 20~a
---- . ------, 1--- ---I
I --- ---
I
I
I
, ----I
1 ----I
I ----I
I ----I
I ----I
I": ~===,
iT
r~
[
----I
I
~===I
----I
----I
----I
~===I
-----
I
- --~I
GRAIN SIZE IN MilLIMETERS
01
coarse I medium I
SANO
ClaSSification
SILT with sand (ML)
sandy SILT (ML)
060
PL
28
I 28
I
I
I I
%Sand I %Sllt
24.0 I
46.0 I
I
I
I I I
GRAIN SIZE DISTRIBUTION
030
fine
010
I LL
I 43
I 35
I
I
I
%Gravel
HYDROMETER
~~~t- ---
1_-- ___
.- .-. ---
---1---1
____L
I
r-------,
-------,
-~~~~===I
,--------1
001
0001
0,0
0.0
SILT OR CLAY
PI
15
7
Cc
Cu
I
I
I
,
I %Clay
76.0
54.0
Client ZCS Englneenng, Inc
Project Name Abby's/Sonlc Springfield
Project Location OlympiC Street, Springfield, Oregon
Report Number 722-75075
Review By:
I
60 /"
I @ @
50 '"
I p //
L
A
S 40 //
T
I I
C
I 30
T /'
I y
I
N 20 ./
D /'"
I E
X
10 /1%]
I CL-ML /' @ S
0
0 20 40 60 80 100
I LIQUID LIMIT
SpecImen IdentIfIcatIon LL' PL) PI Fines I Classification
I . B-2 at 2,5' 431 281 15 761 SILT with sand(ML)
I%] B-3 at 2,5" 351 281 71 541 sandy SILT(ML)
I I I 1 I I
I 1 I I I
I I I ! I )
I I I I I
I I I I I
I I I I I 1
I I I I I
I
I I I I I 1
I I I I I I
I I I I I I I
<Xl I I I I I I
0
<0
f- I I I I
I 0 FRE-StlBMffiAl REC'D
l'J ,
0- I I I
n:
0
u
ii5 I I I I MAR 5 2008
0-
I -, I I I
0-
l'J
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.... I I
0 I
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....
N
N I I
I ....
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Z
ii: I I
0-
(f)
(f)
f- lDil A TTERBERG LIMITS RESULTS (ASTM 04318;
I ~
:J
l'J ~..,. Client ZCS Englneenng, Inc
n:
w
OJ Project Name Abby's/Sonlc Springfield
n: Engineering Consulting Testing
w
I ~ Project Location Olympic Street, Spnngfleld, Oregon
<( 1040A Shelley Street, Springfield, Oregon 97477
(f) Phone (541) 746-9649 Fax (541) 746-7163 Report Number 722-75075
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l-"~ ., Information
~~. .To Build On
Engineering. Consulting. Testing
GENERAL NOTES
SAMPLE IDENTTFiCA TION
The Unified SOil Classlficatior System IS IJsed to Identify the sail tjnless otherwise noted.
SOIL PROPERTY SYMBOLS
N: Standard UN" penetratIon Blows per foot of a 140 pound hammer falling 30 Inches on a
2-mch 0.0. split-spoon.
Qu. Unconfined Compressive Strength, TSF
Qp' Penetrometer value, unconfined compressive strength, TSF
Mc Water Content, %.
LL. LIqUId limit, %.
PI: Plasticity Index, %.
ad: Natural Dry Densrty, PCF
T Apparent Groundwater I.evel at time noted after completion af bonng.
DRILUNG AND SAMPLING SYMBOLS
55. Split-Spoon -1 3/8" J.D., 2" 0 D., except where noted.
ST Shelby Tube - 3" 0.0., except where noted.
AU' Auger Sample.
DB: Diamond Bit
ca. Carbide Bit.
WS: Washed Sample.
TERM (NON-
COHESiVE SOILS)
STANDARD PENETRATION
RESISTANCE
(SAt-I: I ., HAMMER)
0-4
4-10
1 0-30
30-50
Over 50
, I Very Loose
II Loose
, I Medium
I Dense
I Very Dense
I
I
L
TERM (COHESIVE SOILS) I
Very Soft I -
Soft
Finn (Medium)
Stiff
Very Stiff
Hard
Qu - (TSF)
0-0,25
0.25-0 50
0.50-1.00
1 00-2.00
2.00-4.00
4.00+
P ARTICLE SIZE
Boulders
Cobbles
Gravel
8 In....
8 In. -3 in.
3 In. -5mm
Coarse Sand 5mm-O.6mm
Medium Sand 0.6mm-O.2mm
Fine Sand 0.2mm-O.074mm
STANDARD PENl:l rcATION
RESISTANCE
(AUTOMA TIC HAMMER)
0-3
3-7
7-20
20-33
Over 33
PRE-SUBMITTAL REC'O
MAR 5 2008
Silt O.074mm-o.OOSmm
Clay -o.005mm
ProfeSSional Service Industnes, Inc. 1040A Shelley St . Spnngfleld, OR 97477. Phone 541/746-9649. Fax 541/746-7163
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l"'~;l Infonnation
~~. .To Build On PRE-SUBMITTAL REC'D
Engineering. consultinS.OiLngCLASSIFICA TION CHART MAR 5 2008
SYMBOLS I
GRAPH I Lt: I I ER
';'0':0';'0':
>000\ GW
0000000
S>o?o?o?
~I':"':'f':'
(UTTLE OR NO FINES) . - - - · GP
.........
~I~t~t~
:~F~Ff~
. . . . . . . GM
WITH FINES ~ t ~ , ~ I ~
APPRECIABLE AMOUNT...~~i GC
OF FINES) :-""',.';:-~
"vy~
CLEAN SANDS .!!i!i!Iii!!!!i!J SW
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
CLEAN
GRAVELS
GRAVELS
(LITTLE OR NO FINES)
If . ~ f ,
.. , . .. .
. .
f. . If
. , .. , ..
.. , .. If If
" . .. .. ..
MORE THAN 50% SANDS WITH :t' :- ., :-
OF COARSE FINES: ': :: :,' :.
FRACTION .~Y~0~" ,
PASSING ON NO.4 APPRECIABLE AMOUNTYh~~.
SIEVE OF FINES) . /y/~
'.~
SILTS
AND
CLAYS
SILTS
AND
CLAYS
L10UID LIMIT
LESS THAN
50
~
SP
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 - SAND-
SILT MIXTURES
CLAYEY GRAVELS, GRAVEL - SAND-
CLA Y MIXTURES
WELL-GRADED SANDS, GRAVELLY
SANDS, UTTLE OR NO FINES
POORLY-GRADED SANDS, GRAVELLY
SAND, LITTLE OR NO FINES
8M SILTY SANDS, SAND - SILT
MIXTURES
8C CLAYEY SANDS, SAND - CLAY
MIXTURES
INORGANIC SILTS AND VERY FINE
ML SANDS. ROCK FLOUR, SILTY OR
CLA YEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
INORGANIC CLAYS OF LOW TO
CL MEDIUM PLASTICITY, GRAVELLY
CLAYS, SANDY CLAYS, SILTY
CLAYS, LEAN CLAYS
OL ORGANIC SILTS AND ORGANIC SILTY
CLAYS OF LOW PLASTICITY
MH INORGANIC SILTS, MICACEOUS OR
D1ATOMACEOUS FINE SAND OR
SILTY SOILS
CH INORGANIC CLAYS OF HIGH
PLASTICITY
OH 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
L10UID LIMIT
GREATER THAN
50
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.
MISCELLANEOUS FILL SOILS
Professional Service Industnes, Inc. 1040A Shelley SI . Spnngfleld, OR 97477. Phone 541/746-9649. Fax 541/746-7163
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