HomeMy WebLinkAboutPermit Building 2000-1-17
CONDITION OF APPROVAL:
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The "Soil SUr\;'~Y'Qf Lalle County" indicates Ihat soil ollthis site has a moderate Or high
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shrin,klsvveH'poter~tial. The permit appl icant chooses to address this by havi ng <11 icensed
design professio6al:evaluate the soils during excavation. Prior to placement of form work
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the excay~,tion,'shQ:uldbe evaluated and a report prepared addressing the expansive soj].for
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the pror)osed foundation.
Before the City will allow the foundation pour, a re.port from a licensed design professional
rnust be on:-site for the BuHdinglnspector. If this information is notavaHable the inspection
will be denied, and a reinspection fee nlay be charged.
I.f a I.icenseddesigl~'professional proposes an option not listedbelow, the proposal mllst be
slIbmittedforCityplan,review. After review, the approved docunients must be on-site aoel
available kwthe Bljildinglnspector before the ioundation inspection will be approved.
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, OPTION,,;1' Th'(;;' cQ'qtractormay ch()os~to excavate tq a depth that assures'stable moisture. In this
G.dse the re~prt sha IliLndude:
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a Date'the'eVdl~ation wasnlade;
C Icication evalWlted (i.e, address or tax lot and thearf~a of the site evaluated);
Ca staternenl b~jthe licensedclesign professiona,l indicating the depth and \viclth of excavation is
adequate to as~.ured stable moisture content for the proposed founddtion; ,
a thest(lmp dnd5ignatufe of the'!icensecl design profession{:~,_.
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OPTION 2 ;;"The c!e'sign pr()f(:'s~ion<d I1klV choosp to spt>cif\' (,ornpal'wcI fil: Iii acicl;t'l...i :~)
excavati~JD:.;-lrl;-thi~'cas~ th;~';;;(;,~t-(TiJTn~aucr(~:' ---~
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C E?Atf.!he;,evalpatic)n ,\t\'dS rnad(~; .
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C locdti0n~evah:.iated(i :'e., address or tax' lot dnd the ~Hea of the sitee.valualedj;
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a a, stJt~ITl,erit:~\~;i!h~licellsecl desigFl professional indicating the depthdnd width of the
j" .exca~a,ion an~1 the engineered fill is adequate 10 assure a stable llloisture,contelH for the
I,Vf'()p()sed f(~l.W~~l,tiOIl; ''-
C sPElci{!,~<.I~ioJ~~tforplac:emetlt! cOl1'lp':1Cti('ln, and testing of the en,gineered fill;
C the;st~mp and\lsigl'lature of,the Hcensed design professiolla I..
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Note: \A:,sep~~'lt~r,~P'ROr-tiroll1 <1 specialinspection,firm ()r licensed engirwer must ,.ddress the
plilcem,ent'a,mUortesting Qf. th~~ engineered fill.,
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OPTJON,3,;7)ThelicE~nsed desj<.c;n uroi'essionJI rnav c1etel'1ninl~ that soils \Vitl1'OI1Iv 10\\' ()!' no
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shrink!s~vel,I:Hoter,lrt~),::,f~xists. In this case' the report shall inclucle:
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iii ' Ddte,'t.!leevdIH.'ltioF] Wd~ 111,:1<'\(>;
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C locdli(i)n evaluated {i.e" ;tddr(:'~s or tax lot .:md Ih(~ ;11"(;11 of the site eV;JI,U,lled!;'
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C a,stJi~;~nent bithe licens.ed design professionalindicdting only low or no shrink/svv(~1! !)(deniiJI
exists.....,:' ",' ,:,:\::+", " '.
a the stampancJ'signalure (If thl:' licE'nsed design !)rofesc,iof.J,:11.
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Engineering . Consu~ing . Testing
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January 17,2000
Mr. Ron Sather
City of Springfield Dept. of Public Works
225 North 5th Street
Springfield, Oregon 97477
Subject:
Ambleside Meadows Subdivision
31 stStreet, Springfield, Oregon
PSI Project No. 722-90227
Dear Mr. Sather:
As requested by Glenn Ling of Ling and Associates, we have completed a general geotechnical evaluation
of the subsurface soils for lots 81 to 172 of Ambleside Meadows Subdivision. The subject lots are
anticipated to contain one or two story single-family homes. Home construction will typically consist of
wood framed structures with crawl spaces within the living areas and slabs on grade within the garages.
Existing lot grading ranges from nearly level to slopes on the order of 15 percent and steeper. Generally,
the grades become steeper at the south end of the project.
Our scope of work included performing a limited subsurface exploration, laboratory testing and an
engineering analysis. It should be noted that PSI's services have previously been retained to provide full
time inspection of any structural fill placement occurring within the subject lots.
Subsurface Exploration
At the time of our subsurface exploration, most of the site grading to prepare the lots for sale had been
completed. The subsurface exploration consisted of , excavating 5 test pits within the house lots with a
trackhoe and observing open trenches parallel and adjacent to streets. Locations of the test pits are
indicated on the Test Pit Location Map at!ached.
Specific soil units encountered in the test pits are briefly discussed below. '
Fill -" dark brown silty clay, moist to wet, organics, non-structural, observed'some small cracks
(generally less than 3116" wide) when allowed to dry indicating moderate potential for shrink-
swell.
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Silty clay - dark brown to light brown to mottled orange, moist, soft to very soft, organics,
observed some small cracks (generally less than 3116" wide) when allowed to dry indicating
moderate potential for shrink-swell.
Clay - light brown to light grey, moist, firm to soft, observed large cracks (up to approximately
1" wide) when allowed to dry indicating high potential for shrink-swell.
Clayey sand - mottled or~nge to grey, moist;hard.
Professional Service Indus~ries. Inc, '6032 N, Cutter Circle. Suite 480, PO, Box 17126' Portland, OR 97217' Phone 503/289.1n8 . Fax,503l289.1918
PSI File No. 722-90227
January 17, 2000
2
The observed subsurface description is of a generalized nature to highlight major subsurface stratification
features and material characteristics. The test pit logs included 'in this report should be reviewed for
specific information at individual test pit locations. The stratifications shown on the test pit logs represent
the conditions only at the actual test pit locations. Variations may occur and should be expected between
test pit locations. The stratifications represent the approximate boundary between subsurface materials
and the actual transition may be gradual.
Laboratory Testing
Selected samples of the subsurface soils were returned to our laboratory for further evaluation to aid in
classification of the materials. The laboratory evaluation consisted of visual and textural examinations,
moisture content determinations, gradation analysis and Arterberg Limits testing.
Consolidation-swell tests were performed on the dark brown sandy lean clay (sometimes referred to as
"granular clay" in our field inspection reports). The sandy lean clay soil was tested because it is
predominantly the soil found within the upper 2 to 3 feet of the lots. Based on visual observation of the
underlying sandy fat clay and fat clay with sand soils, we visually determined them to be highly
expansive and did not perform consolidation-swell testing.
The sandy lean clay soil was remolded at two different moisture contents--below optimum--and percent
compaction prior to testing. The results of the consolidation-swell tests indicate that sandy lean clay is
moderately expansive when near optimum moisture content, 26.5 percent (when compacted to 93 percent
of a Standard Proctor, ASTM D698). At 26.5 percent moisture and 93 percent compaction, the sample
required a confining pressure of 1,500 psfto offset its propensity to swell. A second test conducted at 18
percent moisture content and 90 percent compaction, resulted in a required confining pressure of 2.500
psf '
Conclusions and Recommendations
The following issues will influence lot development.
I. Non-structural sandy clay fill has been spread loosely inconsistently throughout the lots. Some portions
of the fill contain a significant amount of organics, including topsoil and grass sod. This material is not
appropriate for supporting building foundations or slabs on grade and should be removed in its entirety
within the limits of the foundation and slab on grade. On January 10, 2000 Mike Dewey of PSI
documented the following summary of estimated non-structural fill on the lots. It should be noted that
the depths of fill may vafy significantly from what is reported below. Additionally, lots not mentioned
below may also contain non-structural fill that was not visually apparent.
A. Lots 81-90: 1 to 4 feet of non-structural fill.
B. Lots 94-105: 1 to 2-1/2 feet of non-structural fill.
e. Lots 111-116: 1 to 3 feet of non-structuralfill.
D. Lots 122-124: up to 1 foot of non-structural fill;
E. Lots 144-145: 6 to 8 feet of strip pings and sod stockpiled within the swale that borders
the lots. Note that this is anticipated to be outside of the building pads but should be
confirmed during pad construction.
F. Lots 146-154: t.h to 1 foot of non-structural fill.
PSI File No. 722-90227
January 17, 2000
3
G. Lot 155: approximately 1 foot of non-structural fill placed on unstripped original
grade.
Because it' is highly likely there is buried non-structural fill on some lots that PSI is not aware of, it is
imperative that PSI explore the sub grade soils down to the native undisturbed soils within each lot prior
to foundation construction.
2. Expansive soils were generally. encountered within the upper 7 feet of the test pits. The expansive soils,
when allowed to dry and hydrate, will experience significant shrinking and heaving. The expansive soils,
if allowed to repeatedly change moisture content during the wet and dry seasons, ;will negatively impact
the perfonnance of the house foundations and slabs on grade. We do not recommend constructing
foundations and slabs on grade without implementing preventative measures.
In order to protect the expansive soils from repeated moisture content change, we recommend that
footings bearing on expansive soils be overexcavated and replaced with at least 12 inches of crushed
stone structural fill (i.e. % or 1-1/2 inch minus) compacted to at least 95 percent of ASTM 0698,
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Additionally, we recommend that fmish grade adjacent to the exterior portion of the footings and slabs be
at least 2 feet higher than the expansive bearing soils. This is to provide a buffer from environmental )
changes that could cause the expansive soils to dry and hydrate. It will be imperative that the 2-foot
buffer of landscape soil be compacted to a finn condition to reduce the infiltration of water at the surface.
During foundation construction, water should not be' allowed to collect in foundation excavations, on
floor slab areas, or on prepared, subgrades of the construction area either during or after construction.
Undercut or excavated areas should be sloped toward one comer to facilitate removal of any collected
rainwater, groundwater, or surface runoff. Additionally, the expansive clay soils should not be allowed
to dry out during excavation. We suggest providing a granular surface cover 6 to 12 inches of%" minus
crushed stone immediately after exposing the expansive soils, and no later than the same working day,
Positive site drainage and foundation drains should be proviged to reduce infiltration of surface water
around the perimeter of the building and beneath the floor slabs. The pennanent grades should be
significantly sloped away from the building areas and surface drainage should be collected and
discharged such that water is not pennitted to infiltrate the backfill and floor slab areas of the residence.
All crawl spaces should be provided with a low-point crawl space drain connected to the stonn sewer or
approved disposal system (outlet). All areas of the crawl space should be graded to drain to the low-point
drain. All crawl space areas should be covered with a vis queen moisture barrier. The low-point drain
should be lower than the elevation of the visqueen moisture barrier.
If the expansive material is used as structural fill, it should be compacted at least 2 to 3 percent above'
, optimum moisture content as detennined by the Standard Proctor method, ASTM 0698. The moisture
content of the fill material should be unifonn. Care should be taken not to overcompact the material-90
to 95 percent compaction as detennined by ASTM D698 is recommended. .
The above recommendations' are general in nature and should not 'be implemented without retaining PSI
to observe individual lot subgrade conditions prior to foundation construction. We anticipate that a test
pit will need to be excavated within the crawl space of the building pad to confinn the presence and depth
PSI File No. 722-90227
January 17, 2000
4
of non-structural fill and expansive 'soils. At that time, PSI will determine if the recommendations
contained in this report are appropriate for specific lots.
If we can be of further assistance, please call Troy Hull in our Portland offic.e at (503) 289-1778 or Brian
Currier in our Springfi~ld office at (541) 746-9649. .
Respectfully Submitted,
Professional Service Industries, Inc.
EXPIRES: 6/30 0 I
U:;1PJ for
Troy Hull, P.E.
Project Engineer
Charles R. Lane, P .E.
Senior Geotechnical Engineer
TMH:tmh
Cc: Glenn Ling, Ling and Associates
Miles Breadner, Breadner Parker and Associates Ltd.
Brian Currier, PSI-Springfield
Attachments: Test Pit Location Map
Test Pit Logs
Laboratory Testing Results
General Notes
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PROJECT NAME
PROJECT NO,
AMBLESIDE MEA '
LOTS 81 _ 172 DOWS SUBDIVISION
31 ST STREET, SPRINGFIELD, OREGON
722-90227
TEST PIT LOCA nON MAP
DATE
JANUARY, 2000
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RECORD OF SUBSURFACE EXPLORATION
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Sheet 1 of 1 ~
Liquid Plastic Plasticity Maximum %<#200 Class- Water Dry Satur- Void
Borehole Depth Limit Limit Index Size Sieve ification Content Density ation Ratio
(mm) (%) (pcf) (%)
BHP-A 3.0 55 24 31 9.5 64 CH 31.0
BHP-C 2.5 '60 25 35 4.75 74 CH 32.0
Lot 147 I 3.5 49 25 24 4.75 51 CL 37.0
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Engineering Consulting Testing
6032 N. Cutter Circle 1>uite #470, PortTand. Oregon 97217
Phone (503) 289-1778 Fax (503) 289-1932
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Summary of Laboratory Results
Client: City of Springfield
Project Name: Ambleside Meadows Subdivision
Project Location: 31st Street, Springfield, Oregon
Report Number: 722-90227
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LIQUID LIMIT
LL PL PI Fines Classification
55 24 31 64 SANDY FAT CLAY CH
60 25 35 74 FAT CLAY with SAND CH
49 25 24 51 SANDY LEAN CLAY CL
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A TTERBERG LIMITS RESULTS
Client: City of Springfield
Project Name: Ambleside Meadows Subdivision
Project Location: 31st Street, Springfield, Oregon
Report Number: 722-90227
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Engineering Consulting Testing
6032 N. Cutter Circle ~uite #470,'Porfrand, Oregon 97217
Phone (503) 289-1778 Fax (503) 289-1932
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(J,S, SIEVE OPENING IN INCHES U,S, SIEVE NUMBERS
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GRAIN SIZE IN MILLIMETERS
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SILT OR CLAY
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60 25 35
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Specimen Identification'
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IZI BHP-C
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Classification
SANDY FAT CLAY CH
FAT CLAY with SAND CH
SANDY LEAN CLAY CL
Specimen Identification
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Engineering Consulting Testing
6032 N. Cutter Circle 1>uite #470. Portrand, Oregon 97217
Phone (503) 289-1778 Fax (503) 289-1932
GRAIN SIZE DISTRIBUTION
Client: City of Springfield
Project Name: Ambleside Meadows Subdivision
Project Location: 31 st Street, Springfield, Oregon
Report Number: 722-90227
F.~I:~.:.&Ional Service Industrles
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0.2 0.3 0.4 0.5
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20 25
Pressure. (XSF)
SAMPLF .
~OL Approximate Ewe" Pressure
90% R.C. @ w~18%
o 2,500 psf
S4,.J p,/ L..E 1\...1 L L"" '-I
. --_._-'~----
EXPLANATION.
SAMPLE LOADED AT t" J.J:.1-l) MOISTURE
SAMPLE SATURAJ,jU.J
SAMPLE TESTED UND.ErR REBOUND LOADING
PAOJECT NAME
Ambleside Meadows
CONSOLIDATION TEST REPORT
PROJECT NO.
722-90227
DATE
~ovember 1999
PSIA.-10G03
ProfesslonalServlce Industries ~-
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0.2 0.3 0.4 0.5
1
2
3 4 5
10
20 25
,', Pressure (XSF)
SYMBOL
Approximate Swe11 Pressure
o
93% R.C. @ w=26.5~
1.5QO n~f
I
EXPLANATION.
SAMPLE LOADED A. T FIELD MOISTURE
-----'------ SAMPLE SA Tr.JRA. TED
SAMPLE rESTED UNDER REBOUND LOADING
S4NO~/ LEA,.} i..L.A,'1
PROJECT NAME
Ambleside Meadows
PSI A-l~
CONSOLIDATION TEST REPORT
PROJECT NO. .
722-90227
DATE
November 1999
** TOTAL PAGE.03 **
Professional Service Industries
GENERAL NOteS
SAMPLE IDENTIFICATION
The Unified Soil Classification System is used to identify soil unless otherwise noted.
, SOIL PROPERTY SYMBOLS
N: Standard Penetration Value: Blows per foot of 140 pound hammer
falling 30 inches on a standard split-spoon penetrometer.
Ou: Unconfined compressive strength (ts~.
Op: Penetrometer value, unconfined cOlDpressive strength (tst).
Mc: Water content (%).
lL: Uquid limit (%).'
PI: Plasticity index (%).
~d: Natural dry density (pcf) ,
\7: Apparent groundwater level at time, noted after completion.
DRilLING AND SAMPLING SYMBOLS
SS: Split-Spoon - 1 3/8. I.D., 2" O.D.
SB: Spilt-Barrel- 2 3/8" 1.0., 3" 0.0.
ST: Shelby Tube - 3" 0.0., except where noted.
BS: Bulk Sample.
AU: Auger Sample.
DB: Diamond Bit.
eB: Carbide Bit.
WS: Washed Sample.
RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION
TERM (NON-COHESIVE SOilS)
STANDARD PENETRATION RESISTANCE
Very Loose
Loose
Medium Dense.
Dense
Very Dense
4 or less
,4 to 10
1 0 to 30
30 to 50
Over 50
TERM (COHESIVE SOilS)
OU - (TSF)
Very Soft
Soft ,
Medium Stiff
Stiff
Very Stiff
Hard
o - 0.25
0.25 - 0.50
0.50 - 1.00
1.00 - 2.00
2.00 - 4.00
4.00 +
PARTICLE SIZE ~r;
Boulders
Cobbles
Gravel
8 in +
8 in-3 in
3 in-5 mm
Coarse Sand 5mm-Q.6mm
Medium Sand 0.6mm-Q2mm
Fine Sand 0.2mm-Q.074mm
Silt 0.074 mm-Q.005mm
Clay 0.005mm