Geotechnical ReportTableofContents
DescriptionPage
A.Introduction......................................................................................................................................1
A.1.ProjectDescription..............................................................................................................1
A.2.Purpose................................................................................................................................1
A.3.BackgroundInformationandReferenceDocuments..........................................................1
A.4.SiteConditions.....................................................................................................................2
A.5.ScopeofServices.................................................................................................................2
B.Results..............................................................................................................................................3
B.1.ExplorationLogs..................................................................................................................3
B.1.a.LogofBoringSheets...............................................................................................3
B.1.b.GeologicOrigins.....................................................................................................3
B.2.GeologicProfile...................................................................................................................3
B.2.a.GeologicMaterials.................................................................................................3
B.2.b.Topsoil....................................................................................................................3
B.2.c.Fill...........................................................................................................................4
B.2.d.OrganicDeposits....................................................................................................4
B.2.e.GlacialDeposits......................................................................................................4
B.2.f.Groundwater..........................................................................................................4
B.3.LaboratoryTestResults.......................................................................................................5
C.BasisforRecommendations.............................................................................................................5
C.1.DesignDetails......................................................................................................................5
C.1.a.BuildingStructureLoads........................................................................................5
C.1.b.PavementsandTrafficLoads.................................................................................6
C.1.c.AnticipatedGradeChanges....................................................................................6
C.1.d.PrecautionsRegardingChangedInformation........................................................6
C.2.DesignandConstructionConsiderations............................................................................6
D.Recommendations...........................................................................................................................7
D.1.BuildingandPavementSubgradePreparation...................................................................7
D.1.a.Excavations.............................................................................................................7
D.1.b.ExcavationOversizing.............................................................................................9
D.1.c.ExcavationSideSlopes...........................................................................................9
D.1.d.ExcavationDewatering...........................................................................................9
D.1.e.SelectingExcavationBackfillandAdditionalRequiredFill.....................................9
D.1.e.1.WallBackfillBelowFloorSlabs...............................................................10
D.1.f.PlacementandCompactionofBackfillandFill....................................................10
D.2.SpreadFootings.................................................................................................................10
D.2.a.EmbedmentDepth...............................................................................................10
D.2.b.SubgradeImprovement.......................................................................................11
D.2.c.NetAllowableBearingPressure...........................................................................11
D.2.d.Settlement............................................................................................................11
D.2.e.FootingsinWallBackfill.......................................................................................11
D.2.f.GradeSupportedInteriorSlabs(GarageFloors)..................................................11
D.3.BelowGradeWalls............................................................................................................12
D.3.a.DrainageControl..................................................................................................12
D.3.b.Selection,Placement,andCompactionofBackfill...............................................12
D.3.c.ConfiguringandResistingLateralLoads...............................................................13
TableofContents(continued)
DescriptionPage
D.4.InteriorSlabs.....................................................................................................................14
D.4.a.MoistureVaporProtection..................................................................................14
D.4.b.Randon.................................................................................................................14
D.5.ExteriorSlabs.....................................................................................................................15
D.5.a.IsolatedFootingandPiers....................................................................................16
D.6.Pavements.........................................................................................................................16
D.6.a.EngineeredFill......................................................................................................16
D.6.b.SubgradeProofroll...............................................................................................17
D.6.c.DesignSections....................................................................................................17
D.6.d.MaterialsandCompaction...................................................................................17
D.6.e.SubgradeDrainage...............................................................................................18
D.7.Utilities..............................................................................................................................18
D.7.a.SubgradeStabilization..........................................................................................18
D.7.b.Selection,PlacementandCompactionofBackfill................................................18
D.7.c.CorrosionProtection............................................................................................18
D.8.ConstructionQualityControl............................................................................................19
D.8.a.ExcavationObservations......................................................................................19
D.8.b.MaterialsTesting..................................................................................................19
D.8.c.PavementSubgradeProofroll..............................................................................19
D.8.d.ColdWeatherPrecautions...................................................................................19
E.Procedures......................................................................................................................................20
E.1.PenetrationTestBorings...................................................................................................20
E.2.MaterialClassificationandTesting...................................................................................20
E.2.a.VisualandManualClassification..........................................................................20
E.2.b.LaboratoryTesting...............................................................................................20
E.3.GroundwaterMeasurements............................................................................................20
F.Qualifications..................................................................................................................................20
F.1.VariationsinSubsurfaceConditions..................................................................................20
F.1.a.MaterialStrata.....................................................................................................20
F.1.b.GroundwaterLevels.............................................................................................21
F.2.ContinuityofProfessionalResponsibility..........................................................................21
F.2.a.PlanReview..........................................................................................................21
F.2.b.ConstructionObservationsandTesting...............................................................21
F.3.UseofReport.....................................................................................................................21
F.4.StandardofCare................................................................................................................22
Appendix
BoringLocationSketch
LogofBoringSheets(ST-1toST-19)
DescriptiveTerminology
A.Introduction
A.1.ProjectDescription
WeunderstandChanhassenSeniorLivingDeveloper,LLCisplanningtodevelopninesingleleveltwin
homevillas,a132-unitseniorapartmentbuilding,andassociatedparkingareaonthevacantlot
addressed8637–8655GreatPlainsBoulevardinChanhassen,Minnesota.Thelotislocatednearthe
northeastquadrantoftheintersectionofMinnesotaStateHighway101andU.S.Highway212in
Chanhassen,Minnesota.
A.2.Purpose
Thepurposeofourgeotechnicalevaluationwillbetocharacterizesubsurfacegeologicconditionsat
selectedexplorationlocationsandevaluatetheirimpactonthedesignandconstructionoftheproposed
development.
A.3.BackgroundInformationandReferenceDocuments
Tofacilitateourevaluation,wewereprovidedwithorreviewedthefollowinginformationordocuments:
WereviewedaerialphotographsoftheprojectareausingGoogleEarthandBingMaps.
Wereviewedconceptualsiteplansindicatingthelocationofthetwinhomevillasand
apartmentbuilding.TheplanswereprovidedbySperidesReinersArchitects,Inc.(SRA)and
wereundated.
WereviewedtheSurficialGeologyMapforHennepinCountypreparedbytheUniversityof
Minnesota,MinnesotaGeologicalSurvey.ThemapisdenotedasAtlasC-4,Plate3of9,
SurficialGeology,andisdated1989.
WehadconversationswithMr.EricReinersofSRAregardingvariousaspectsoftheproject.
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A.4.SiteConditions
Thesiteiscurrentlyundevelopedandgenerallyvegetatedwithgrasses,althoughthesiteispartially
borderedwithtreesalongtheeasternboundary.Siteelevationsatthesoilboringlocationsrange
betweenapproximately900and927.
A.5.ScopeofServices
OurscopeofservicesforthisprojectwasoriginallysubmittedasaProposaltoMr.MichaelHoagbergof
ChanhassenSeniorLivingDevelopment,LLC.Tasksperformedinaccordancewithourauthorizedscope
ofservicesincluded:
Performingareconnaissanceofthesitetoevaluateequipmentaccesstoexploration
locations.
Stakingandclearingexplorationlocationsofundergroundutilities.
Performingsixpenetrationtestboringsto25feetintheapartmentbuildingfootprint,nine
penetrationtestboringsto15feetatthetwinhomevillalocations,andfourpenetrationtest
boringsto10feetindrivelanesandparkinglots.
Performinglaboratorytestsonselectedpenetrationtestsamples.
PreparingthisreportcontainingaCADsketch,explorationlogs,asummaryofthegeologic
materialsencountered,resultsoflaboratorytests,andrecommendationsforstructure
subgradepreparationandthedesignoffoundations,pavements,interiorandexteriorslabs,
andutilities.
ExplorationlocationsandsurfaceelevationsattheexplorationlocationsweredeterminedusingGPS
(GlobalPositioningSystem)technologythatutilizestheMinnesotaDepartmentofTransportation's
(MnDOT’s)permanentGPSVirtualReferenceNetwork(VRN).
OurscopeofserviceswasperformedunderthetermsofourSeptember1,2013,GeneralConditions.
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B.Results
B.1.ExplorationLogs
B.1.a.LogofBoringSheets
LogofBoringsheetsforourpenetrationtestboringsareincludedintheAppendix.Thelogsidentifyand
describethegeologicmaterialsthatwerepenetrated,andpresenttheresultsofpenetrationresistance
andotherin-situtestsperformedwithinthem,laboratorytestsperformedonpenetrationtestsamples
retrievedfromthem,andgroundwatermeasurements.
Strataboundarieswereinferredfromchangesinthepenetrationtestsamplesandtheaugercuttings.
Becausesamplingwasnotperformedcontinuously,thestrataboundarydepthsareonlyapproximate.
Theboundarydepthslikelyvaryawayfromtheboringlocations,andtheboundariesthemselvesmay
alsooccurasgradualratherthanabrupttransitions.
B.1.b.GeologicOrigins
Geologicoriginsassignedtothematerialsshownonthelogsandreferencedwithinthisreportwere
basedon:(1)areviewofthebackgroundinformationandreferencedocumentscitedabove,(2)visual
classificationofthevariousgeologicmaterialsamplesretrievedduringthecourseofoursubsurface
exploration,(3)penetrationresistanceandotherin-situtestingperformedfortheproject,(4)laboratory
testresults,and(5)availablecommonknowledgeofthegeologicprocessesandenvironmentsthathave
impactedthesiteandsurroundingareainthepast.
B.2.GeologicProfile
B.2.a.GeologicMaterials
Thegeneralgeologicprofileatthesiteconsistsgenerallyoftraceamountsoftopsoilatmostboring
locationsunderlainbyglaciallydepositedsoilsextendingtotheboringterminationdepths.Thefollowing
subsectionsdiscussthestratainmoredetail.
B.2.b.Topsoil
Siltysandtopsoilwithtracesoforganicsandrootswasencounteredattheboringlocations.Twoofthe
boringshadoneto11/2feetoftopsoil,however,themajorityoftheboringsencounteredonlyatraceto
afewinchesoftopsoil.
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B.2.c.Fill
Oneboring(ST-4)encounteredalayerofsandyleanclaywhichispossiblyapreviouslyplacedfillsoil.
Thislayerextendedtoaboutthefourfootdepth.
B.2.d.OrganicDeposits
OrganicclaywasencounteredatST-4andST-5atdepthsrangingbetweenapproximatelyfourandseven
feet,andzeroandfourfeet,respectively.Thesedepthscorrespondtoelevationsbetweenapproximately
903and908.Theorganicclaywasblackandwet.
B.2.e.GlacialDeposits
Glacialtillconsistingofsandyleanclay(CL)andclayeysand(SC)wasencounteredbeneaththetopsoil,
possiblefill,andorganicclays.Theclayssoilsrangedfromrathersofttohardinconsistencyandthe
clayeysandsweremediumdensebasedontheencounteredpenetrationresistances.
B.2.f.Groundwater
Groundwaterwasmeasuredorestimatedtobedownapproximatelyeightfeetand15feetinBorings
ST-1andST-11,respectively.Thesedepthscorrespondtoelevations913.5and906basedonour
reporteddatum.Groundwaterwasnotencounteredasotherexplorationboringswereadvanced.
Duetothecoincidenceofgroundwaterandthesandseamencounteredatapproximatelyeightfeetin
BoringST-1,andrelativelyshallowdepthatwhichgroundwaterwasobserved,wesuspectthatthe
groundwaterwasperched.Thedepth/elevationatwhichperchedgroundwateraccumulatesseasonally
andannuallywilllikelyvary.
ThegroundwaterlevelatboringST-11wasmeasuredorestimatedtobedownapproximately15feet
priortoboreholeabandonment.Giventhecohesivenatureofthegeologicmaterialsencountered,
however,itislikelythatinsufficienttimewasavailableforgroundwatertoseepintotheboringandrise
toitshydrostaticlevel.Piezometersormonitoringwellswouldberequiredtoconfirmifgroundwater
waspresentwithinthedepthsexplored.
Seasonalandannualfluctuationsofgroundwatershouldalsobeanticipated.
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B.3.LaboratoryTestResults
Themoisturecontentoftheselectedsoilsamplesweredeterminedtovaryfromapproximately15.6to
23.7percent,indicatingthatthetestedclayeysoilswerewaslikelynearorabovetheirprobable
optimummoisturecontent.
PocketPenetrometertestsweretakenonselectsoilsamplestoestimatetheunconfinedcompressive
strengthsofthesoilsamplestested.Theresultsofthesetestsrangedfrom1/2to31/2tonspersquare
foot(tsf).
Theindividualtestresultscanbefoundintherighthandmarginofvariouslogofboringsheets,opposite
thesoilsampletested.
C.BasisforRecommendations
C.1.DesignDetails
Theprojectdevelopmentconsistsofninetwinhomestylevillasanda132-unitlivingcomplex.Structural
plansfortheprojectwerenotavailableatthetimethisreportwasprepared.
Thewoodframed,slab-on-gradevillashaveplannedfinishedfloorelevations(FFEs)rangingbetween914
and917.Theplannedlocationofthevillasisinthenorthernportionofthesitewherecurrentelevations
rangebetween908and924.
Theproposedapartmentbuildingisafourstorywoodframedstructureoveraprecastplankmainlevel
withproposedFFEof923.Anundergroundgarageisplannedwithaproposedelevationof912.Asingle
storywoodframedwingadditionisplannedalongthesouthernboundaryoftheapartmentbuilding.The
winghasthesameproposedundergroundgarageandentrylevelelevationsasthemainapartment
building.
C.1.a.BuildingStructureLoads
Wehaveassumedthatbearingwallloadsassociatedwiththetwinhomevillaswillnotexceedtwokips
perlinealfoot(klf);columnloadswillnotexceed35kipspercolumn.
Loadsassociatedwiththemainapartmentbuildingwillnotexceedsixklfalongbearingwallsor400kips
percolumn.Thewingadditionloadswillnotexceedfourklfalongbearingwallsor75kipspercolumn.
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C.1.b.PavementsandTrafficLoads
Wehaveassumedthatbituminouspavements,typicalofresidentialneighborhoods,willbesubjectedto
nomorethan50,000equivalent18-kipsingleaxleloads(ESALs)overanassumeddesignlifeof20years.
C.1.c.AnticipatedGradeChanges
ExistinggroundsurfaceelevationsarewithinapproximatelythreetosevenfeetoftheproposedFFEsat
thelocationsofthetwinhomevillas.Elevationsarewithinapproximatelytwoto12feetoftheproposed
basementlevelinproximitytotheapartmentstructures.Itislikelythattherangeofcutsandfillsacross
thesitecouldbeasmuchas18feet.Itislikelythatseveralareasofthesitewillhavecutsontheorderof
sixtotwelvefeetwhileotherareaswillrequirefillontheorderofthreetosixfeet.
C.1.d.PrecautionsRegardingChangedInformation
Wehaveattemptedtodescribeourunderstandingoftheproposedconstructiontotheextentitwas
reportedtousbyothers.Dependingontheextentofavailableinformation,assumptionsmayhavebeen
madebasedonourexperiencewithsimilarprojects.Ifwehavenotcorrectlyrecordedorinterpretedthe
projectdetails,weshouldbenotified.Neworchangedinformationcouldrequireadditionalevaluation,
analyses,and/orrecommendations.
C.2.DesignandConstructionConsiderations
Thegeologicmaterialsencounteredgenerallyappeartobesuitableforsupportofconventionalspread
footings,gradesupportedslabs,andpavements.Thetopsoilandorganicclaysencounteredarenot
suitabletosupportfillandstructuresandarenotsuitableforuseasengineeredfillinthebuildingpads
orpavedareas.Also,anysoftorrathersoftclaysfoundinbuildingpadareasshouldbesubcut.
Inordertopreventdifferentialsettlement,areasofconstructionimmediatelyadjacenttothetallwallsof
theproposedgarageexcavationwillrequirebackfillofgranularmaterial.Becauseitisnotlikelysuitable
granularmaterialwillbeencounteredduringexcavationandgradingactivities,theymayneedtobe
importedtothesite.
Duetothefrostsusceptiblenatureoftheclay-richsoilspresentatanticipatedexteriorslaband
pavementsubgradeelevations,considerationshouldalsobegiventoincorporatingagranularsubbase
intothepavementsections.Thiswillenhancesubgradedrainageeffortsandreducethepotentialfor
pavementsubgradestobecomesaturatedandheaveuponfreezing;strengthlossuponthawingwillalso
bereduced.
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Insomeareas,thesoilspresentatandjustbelowtheproposedfoundationlevelsaresensitiveto
disturbance,particularlyiftheyarewet.Contractorsshouldselectequipmentandconstruction
techniquesthatminimizesoildisturbance.Foundationsoilsthatdobecomedisturbedshouldbereplaced
withcleansandorcleancrushedrock.Itmaybenecessarytoplaceaworkingsurfaceofrockin
excavationstoreducesoilsdisturbancefromconstructiontraffic.Somecontingencyshouldbeprovided
inprojectbudgetingforusingtheseimportedmaterialsintheexcavationprocess.
TypicalsubgradepreparationproceduresasoutlinedinSectionD.6shouldbeusedforpreparationofthe
newpavementareas.Theseproceduresshouldbeanticipatedtoprimarilyinvolvestrippingofthe
existingtopsoilandanyorganicclaysorsoft,wetclays,subcutting/fillingtoproposedgrades,proofrolling
thesubgrade,andthenmoistureconditioningandcompactionoflooseorsoftareasofexposedsubgrade
soils.
D.Recommendations
D.1.BuildingandPavementSubgradePreparation
D.1.a.Excavations
Werecommendremovingthetopsoil,organicclays,andanynearsurfacesoftwetclaysfrombeneath
theproposedbuildingpads,pavementsubgrades,andoversizeareas.Basedonthesoilborings,
excavationdepthsareexpectedtorangefromapproximatelysixto12feet.Table1liststheexpected
excavationdepthsbasedonthepenetrationtestborings.Notethatatseverallocations,excavationsto
estimatedfootingandslabelevationswillextendbelowthedepthsneededforsoilcorrection.
Table1.AnticipatedExcavationDepthsforVillaandApartmentConstruction.
Boring
SurfaceElevation
(ft)
ProposedFFE
(ft)
AnticipatedDepthof
SoilCorrection
Excavation
(ft)
ApproximateBottom
Elevation
(ft)
ST-1921.89175917
ST-2918.99164-6**915-913
ST-3912.59151/2912
ST-4909.99159-11**901-899
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Boring
SurfaceElevation
(ft)
ProposedFFE
(ft)
AnticipatedDepthof
SoilCorrection
Excavation
(ft)
ApproximateBottom
Elevation
(ft)
ST-5908.39144-6**9041/2-9021/2
ST-6920.59141/4920
ST-7922.39151/49211/2
ST-8921.99161/49211/2
ST-9924.19171/49233/4
ST-10924.09121/49233/4
ST-11921.09121/49203/4
ST-12916.69121/49161/4
ST-13915.791259101/2
ST-14911.79121/49111/2
ST-15910.09121/49093/4
ST-16900.0911*1/48993/4
ST-17927.1920*1/49263/4
ST-18924.1916*1/49233/4
ST-19914.8913*1/49141/2
*Approximatefinishedpavementelevation.
**Actualdepthofsoilcorrectiontobedeterminedinthefieldbyaqualifiedgeotechnicalengineerortheirrepresentative.
Excavationdepthswillvarybetweentheborings.Portionsoftheexcavationsmayalsobedeeperthan
indicatedbytheborings.Contractorsshouldalsobepreparedtoextendexcavationsinwetorfine-
grainedsoilstoremovedisturbedbottomsoils.
Priortoplacementofengineeredfillorfootings,werecommendtheexposedsoilsinthebottomsofthe
excavationsbesurfacecompactedusingaminimumoffivepassesoverthefoundationareaswithalarge
sheep’sfootcompactor.Thiswillincreasethedensityoftheunderlyingnaturalsoilsandprovideamore
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uniformlycompactedbasetosupportanyadditionalfillorfootings.Werecommendthisworkbe
observedbyageotechnicalengineer.Theengineermaymodifytheserecommendationsifthis
compactionworkcausesupwardmovement(pumping)ofgroundwaterorsoildisturbance.
D.1.b.ExcavationOversizing
Toprovidelateralsupporttoreplacementbackfill,additionalrequiredfill,andthestructuralloadsthey
willsupport,werecommendoversizing(widening)theexcavations1foothorizontallybeyondtheouter
edgesofthebuildingperimeterfootings,orpavementlimits,foreachfoottheexcavationsextendbelow
bottom-of-footingorpavementsubgradeelevations.
D.1.c.ExcavationSideSlopes
TheonsitesoilsgenerallyappeartoconsistofsoilsmeetingOSHATypeBrequirements,whichindicate
excavationsideslopesshouldbeconstructedtoliebackataminimumhorizontaltoverticalslopeofone
tooneorflatter.AnOSHA-approvedcompetentpersonorprofessionalengineershouldreviewthe
excavationconditionsinthefield.
AllexcavationsmustcomplywiththerequirementsofOSHA29CFR,Part1926,SubpartP,“Excavations
andTrenches”.Thisdocumentstatesthatexcavationsafetyistheresponsibilityofthecontractor.
ReferencetotheseOSHArequirementsshouldbeincludedinprojectspecifications.
D.1.d.ExcavationDewatering
Althoughperchedwaterwasonlyencounteredinoneoftheborings,itispossiblethatwatercouldbe
encounteredinotherpartsofthesite.Ifencountered,werecommendremovinggroundwaterfromthe
excavations.Becausethissiteconsistsofpredominatelyclayeysoil,sumpsandpumpscanbeusedto
controlwater.
D.1.e.SelectingExcavationBackfillandAdditionalRequiredFill
Ifthebottomsofexcavationsarewet,werecommendtheinitialbackfillsoilconsistofatleast2feetof
coarsesandhavinglessthan50percentoftheparticlesbyweightpassinga#40sieve,andlessthan5
percentoftheparticlespassinga#200sieve.Weanticipatethatthismaterialwillneedtobeimportedto
thesite.
On-sitesoilsfreeoforganicsoilcanbeconsideredforreuseasbackfillandfill.Theglaciallydeposited
sandyleanclay,beingfine-grained,willbemoredifficulttocompactifwetorallowedtobecomewet,or
ifspreadandcompactedoverwetsurfaces.
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Werecommendthatgranularsubbasematerialforpavementsupportconsistofsandhavinglessthan12
percentoftheparticlesbyweightpassinga#200sieve.Weanticipatethatthismaterialwillalsoneedto
beimported.
D.1.e.1.WallBackfillBelowFloorSlabs
Thereareatleasttwolocationswhereexteriorandpossiblyinteriorslabsatthefirstfloorelevationwill
bepartiallysupportedonrelativelydeepwallbackfillzones.Thisoccursnexttosectionsofthebasement
levelwalls.Toreducerisksofdifferentialsettlementandpossibleslabdamage,werecommendthese
areasofbackfillconsistofsandwithlessthan12%fines(materialpassingthe#200sieve).Thesandsoils
beneathslabsshouldbecompactedtoatleast98%oftheirStandardProctordensity.Refertosection
D.3ofthisreportforadditionalrecommendations.
D.1.f.PlacementandCompactionofBackfillandFill
Werecommendspreadingbackfillandfillinlooseliftsofapproximatelysixto12inchesdependingon
thesoiltypeandsizeofcompactorused.Werecommendcompactingbackfillandfillinaccordancewith
thecriteriapresentedbelowinTable2.Therelativecompactionofutilitybackfillshouldbeevaluated
basedonthestructurebelowwhichitisinstalled,andverticalproximitytothatstructure.
Table2.CompactionRecommendationsSummary
Reference
RelativeCompaction,percent
(ASTMD698–StandardProctor)
MoistureContentVariancefrom
Optimum,percentagePoints
Belowfoundations 98 -1to+2forClaySoils
±3forSandSoils
Belowslabs 95to98*-1to+3forClaySoils
±3forSandSoils
AdjacenttoUndergroundGarages 98 -1to+3forClaySoils
±3forSandSoils
Belowpavements,within3feetof
subgradeelevations 100 -1to+2forClaySoils
±3forSandSoils
Belowpavements,morethan3feet
belowsubgradeelevations 95 -1to+3forClaySoils
±3forSandSoils
*98%compactionrecommendedforsandinwallbackfilladjacenttotallgaragewalls(seeD.1.e.1.)
D.2.SpreadFootings
D.2.a.EmbedmentDepth
Forfrostprotection,werecommendembeddingperimeterfootingsofthetwinhomevillas,aswellas
structuresoutsidetheapartmentbuildingandwingadditionsuchascanopies,retainingwalls,etc.,
42inchesbelowthelowestexteriorgrade.Interiorfootingsmaybeplaceddirectlybelowfloorslabs.We
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recommendembeddingfootingsnotheatedduringwinterconstruction,andotherunheatedfootings
associatedwithcanopies,stoops,orsidewalks,60inchesbelowthelowestexteriorgrade.
D.2.b.SubgradeImprovement
Ifsmallamountsofgroundwaterarepresentwithinfootingexcavations,orifthefootsubgradesoils
becomedisturbedpriortoplacingformsorreinforcement,werecommendsubcuttingthesoftorwet
clayandplacinga6-to12-inchlayerofclearrock.Theclearrockwillprovideastableworkingsurface,
andwillallowforflowofwatertoadraintileorsump.
D.2.c.NetAllowableBearingPressure
Werecommendsizingspreadfootingstoexertanetallowablebearingpressureof2,000poundsper
squarefoot(psf)forthetwinhomevillasand4,000psffortheapartmentbuilding.Thesevaluesinclude
asafetyfactorofatleast3.0withregardtobearingcapacityfailure.Thenetallowablebearingpressures
canbeincreasedbyone-thirdtheirvalueforoccasionaltransientloads,butnotforrepetitiveloadsdue
totraffic,orforotherliveloadsfromsnoworoccupancy.
D.2.d.Settlement
Providedthefoundationareasarepreparedasdiscussedinthisreport,weestimatethattotaland
differentialsettlementsamongthefootingswillamounttolessthanoneand1/2inch,respectively,
undertheassumedloads.
D.2.e.FootingsinWallBackfill
Ittakestimeforwallbackfillto“settle-out”afterithasbeenplaced.Footingsbearinginexteriorwall
backfillmaybehavedifferentlythannearbyfootingsbearinguponnativesoils.Aconstructiondelayofa
month,ormore,wouldallowthebackfilltoadjust,butthisdelayisnotpracticalformanyconstruction
schedules.Alternately,thefoundationelementscouldbeextendeddowntonativesoils.Whilethis
approachismoreexpensive,itreducestheriskofexcessivedifferentialsettlementbetweenthebuilding
andfootingssupportedinthebackfill.RefertosectionsD.1.e.1.andD.3.foradditionalrecommendations
forwallbackfill.
D.2.f.GradeSupportedInteriorSlabs(GarageFloors)
Thelowerparkinglevelfloorwillbesupporteduponthesoilspresentatapproximately912inBorings
ST-10toST-15.Thesesoilsarecompetentbutsensitivetodisturbance,particularlywhenwet.Ifmaybe
necessarytosubcutthesesoilsiftheybecomedisturbed.
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Werecommendusingamodulusofsubgradereaction,k,of150poundspersquareinchperinchof
deflection(pci)todesigntheslabs.
D.3.BelowGradeWalls
D.3.a.DrainageControl
Werecommendinstallingsubdrainsbehindthebasementwalls,adjacenttothewallfootings,andbelow
theslabelevation.Preferably,thesubdrainsshouldconsistofperforatedpipesembeddedinwashed
gravel,whichinturniswrappedinfilterfabric.Perforatedpipesencasedinafilter“sock”andembedded
inwashedgravel,however,mayalsobeconsidered.
Werecommendroutingthesubdrainstoasumpandpumpcapableofroutinganyaccumulated
groundwatertoastormsewerorothersuitabledisposalsite.
Generalwaterproofingofbasementwallssurroundingoccupiedorpotentiallyoccupiedareasis
recommendedevenwiththeuseoffree-drainingbackfillbecauseofthepotentialcostimpactsrelatedto
seepageafterconstructioniscomplete.
D.3.b.Selection,Placement,andCompactionofBackfill
Unlessadrainagecompositeisplacedagainstthebacksoftheexteriorperimeterbelow-gradewalls,we
recommendthatbackfillplacedwithin2horizontalfeetofthosewallsconsistofsandhavinglessthan50
percentoftheparticlesbyweightpassinga#40sieveandlessthan12percentoftheparticlesbyweight
passinga#200sieve.Sandmeetingthisgradationwillneedtobeimported.Werecommendthatthe
balanceofthebackfillplacedagainstexteriorperimeterwallsalsoconsistofsand,thoughitisour
opinionthatthesandmaycontainupto20percentoftheparticlesbyweightpassinga#200sieve.
Clayisnotrecommendedaswallbackfillwherehigherelevationslabswillrelyonthebackfillforsupport.
However,ifclaymustbeconsideredinareasnotsupportingslabstomakeupthebalanceofthebelow-
gradewallbackfill(assumingadrainagecompositeorsandisplacedagainstthebacksofthewalls),post-
compactionconsolidationoftheclayoccurringunderitsownweightcanbeexpectedtocontinuebeyond
theendofconstruction.Themagnitudeofconsolidationcouldamounttobetween1and3percentof
theclaybackfillthickness,orwallheight,andifnotaccommodatedcouldcauseslabstosettle
unfavorablyorbedamaged.
Shouldleanclaystillbeconsideredforuseasbackfill,however,wefurtherrecommendthat:
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Thebottomsoftheexcavationsrequiredforbelow-gradewallconstructionarewideenough
toaccommodatecompactionequipment.
Backfillisplacedatmoisturecontentsatleastequalto,butnotmorethanthreepercentage
pointsabove,itsoptimummoisturecontent.
Backfillisplacedinlooseliftsnothickerthan6inchespriortocompaction.
Therelativecompactionofthebackfillismeasuredthroughdensitytestingatintervalsnot
exceedingonetestper50horizontalfeetforeachverticalfootofbackfillplaced.
Werecommendawalkbehindcompactorbeusedtocompactthebackfillplacedwithinabout5feetof
theretainingwalls.Furtherawaythanthat,aself-propelledcompactorcanbeused.Compactioncriteria
forbelow-gradewallsshouldbedeterminedbasedonthecompactionrecommendationsprovidedabove
inSectionD.1.
Exteriorbackfillnotcappedwithslabsorpavementshouldbecappedwithalow-permeabilitysoiltolimit
theinfiltrationofsurfacedrainageintothebackfill.Thefinishedsurfaceshouldalsobeslopedtodivert
waterawayfromthewalls.
D.3.c.ConfiguringandResistingLateralLoads
Below-gradewalldesigncanbebasedonactiveearthpressureconditionsifthewallsareallowedto
rotateslightly.Ifrotationcannotbetolerated,thendesignshouldbebasedonat-restearthpressure
conditions.Rotationupto0.002timesthewallheightisgenerallyrequiredwhenwallsarebackfilledwith
sand*.Rotationupto0.02timesthewallheightisrequiredwhenwallsarebackfilledwithclay.
*Todesignforsandbackfill,excavationsrequiredforwallconstructionshouldbewideenoughandflat
enoughsothatsandispresentwithinazonethat(1)extendsatleasttwohorizontalfeetbeyondthe
bottomouteredgesofthewallfootings(thewallheel,notthestem)andthen(2)risesupandawayfrom
thewallatananglenosteeperthan60degreesfromhorizontal.Weanticipatethesegeometricconditions
willbemetiftheexcavationsmeetOSHArequirementsforthetypesofsoilslikelytobeexposedinthe
excavation,andthewallfootingsarecastagainstwoodformsratherthananyportionoftheexcavation.
Recommendedequivalentfluidpressuresforwalldesignbasedonactiveandat-restearthpressure
conditionsarepresentedbelowinTable3.Assumedwetunitbackfillweights,andinternalfrictionangles
arealsoprovided.Therecommendedequivalentfluidpressuresinparticularassumealevelbackfillwith
nosurcharge–theywouldneedtoberevisedforslopingbackfillorotherdeadorliveloadsthatare
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placedwithinahorizontaldistancebehindthewallsthatisequaltotheheightofthewalls.Ourdesign
valuesalsoassumethatthewallsaredrainedsothatwatercannotaccumulatebehindthewalls.
Table3.RecommendedBelow-GradeWallDesignParameters
Backfill
WetUnitWeight
(pcf)
FrictionAngle
(deg)
EquivalentFluid
Pressure,Active
Case
(pcf)
EquivalentFluid
Pressure,At-Rest
Case
(pcf)
Sand120333550
Clay120265070
Resistancetolateralearthpressureswillbeprovidedbypassiveresistanceagainsttheretainingwall
footings,andbyslidingresistancealongthebottomsofthewallfootings.Werecommendassuminga
passivepressureequalto300pcfandaslidingcoefficientequalto0.50.Thesevaluesareun-factored.
D.4.InteriorSlabs
D.4.a.MoistureVaporProtection
Iffloorcoveringsorcoatingslesspermeablethantheconcreteslabwillbeused,considerationshouldbe
giventoplacingavaporretarderorvaporbarrierimmediatelybeneaththeslab.Somecontractors
prefertoburythevaporretarderorbarrierbeneathalayerofsandtoreducecurlingandshrinkage,but
thispracticeriskstrappingwaterbetweentheslabandvaporretarderorbarrier.
Regardlessofwherethevaporretarderorbarrierisplaced,floorcoveringmanufacturersshouldbe
consultedregardingtheappropriatetype,useandinstallationofthevaporretarderorbarrierto
preservewarrantyassurances.
D.4.b.Randon
Inpreparationforradonmitigationsystemsunderresidentialstructures,werecommendthatslabson
gradebeconstructedoveralayerofgaspermeablematerialconsistingofaminimumof4inchesof
eithercleanaggregate,orsandoverlainwithageotextilemattingsuitableforventingthesubgrade.The
cleanaggregatematerialshouldconsistofsoundrocknolargerthan2inchesandnosmallerthan
1/4inch.Sandshouldhavelessthan50percentoftheparticlesbyweightpassinga#40sieveandless
than5percentoftheparticlesbyweightpassinga#200sieve.
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Abovethegaspermeableaggregateorsand,apolyethylenesheeting(6milminimum)shouldbeplaced.
Thesheetingshouldbeproperlylappedandpenetrationsthroughthesheetingsealed.Penetrations
throughtheslabandfoundationwallsshouldalsobesealed.
D.5.ExteriorSlabs
Allorsomeoftheexteriorslabswillbeunderlainwithmostlysandyleanclaysandleanclayswhichare
consideredtobemoderatelytohighlyfrostsusceptible.Soilsofthistypecanretainmoistureandheave
uponfreezing.Ingeneral,thischaracteristicisnotanissueunlessthesesoilsbecomesaturateddueto
surfacerunofforinfiltrationorareexcessivelywetin-situ.Oncefrozen,unfavorableamountsofgeneral
andisolatedheavingofthesoilsandrelatedsurfacefeaturescouldalsodevelop.Thistypeofheaving
couldimpactdesigndrainagepatternsandtheperformanceofthepavedareasorexteriorslabs,aswell
asanyisolatedexteriorfootingsandpiers.Toaddressmostoftheheaverelatedissues,werecommend
thegeneralsitegradesandgradesforsurfacefeaturesbesettodirectsurfacedrainageawayfrom
buildings,acrosslargepavedareasandawayfromwalkwaystolimitthepotentialforsaturationofthe
subgradeandanysubsequentheaving.Generalgradesshouldalsohaveenough“slope”totolerate
potentiallargerareasofheavewhichmaynotfullysettlewhenthawed.
Evensmallamountsoffrost-relateddifferentialmovementatwalkwayjointsorcrackscancreate
trippinghazards.Severalsubgradeimprovementoptionscanbeexploredtoaddressthiscondition.The
mostconservativeandpotentiallymostcostlysubgradeimprovementoptiontohelplimitthepotential
forheaving,butnoteliminateit,wouldbetoremoveanyfrost-susceptiblesoilspresentbelowthe
exteriorslabs“footprint”downtothebottom-of-footinggradesortoamaximumdepthoffivefeet
belowsubgradeelevations,whicheverisless.Werecommendtheresultingexcavationthenberefilled
withsandorsandygravelhavinglessthan50percentoftheparticlesbyweightpassingthe#40sieveand
lessthan5percentoftheparticlesbyweightpassinga#200sieve.
Anothersubgradeimprovementoptionwouldbetobuildinatransitionzonebetweenthosesoils
consideredtobefrost-susceptibleandthosethatarenottosomewhatcontrolwhereanydifferential
movementmayoccur.Suchtransitionscouldexistbetweenexteriorslabsandpavements,betweenentry
wayslabsandsidewalks,andalongthesidewalksthemselves.Forthisoption,thefrost-susceptiblesoils
incriticalareaswouldberemovedtoadepthofatleastfivefeetbelowgradeasdiscussedabove.The
excavationbelowthefootprintofthesidewalksorotherslabswouldthenbeslopedupwardata
gradientnosteeperthan3:1(horizontal:vertical)towardthelesscriticalareas.Thebottomofthe
excavationshouldthenbeslopedtowardthecentersothatanywaterenteringtheexcavationcouldbe
quicklydrainedtothedeepestareaforremoval.Inthedeepestareasoftheexcavation,aseriesof
perforateddrainpipeswillneedtobeinstalledtocollectanddisposeofsurfacewaterinfiltrationand/or
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groundwaterthatcouldaccumulatewithinthebackfill.Thepipingwouldneedtobeconnectedtoa
stormsewerorasumptoremoveanyaccumulatedwater.Ifthewaterisnotremoved,itisouropinion
thisoptionwillnotbeeffectiveincontrollingheave.
Regardlessofwhatisdonetothewalkwayorpavementareasubgrade,itwillbecriticaltheend-user
developadetailedmaintenanceprogramtosealand/orfillanycracksandjointsthatmaydevelopduring
theusefullifeofthevarioussurfacefeatures.Concreteandbituminouswillexperienceepisodesof
normalthermo-expansionandthermo-contractionduringitsusefullife.Duringthistime,cracksmay
developandjointsmayopenup,whichwillexposethesubgradeandallowanywaterflowingoverlandto
enterthesubgradeandeithersaturatethesubgradesoilsortobecomeperchedatopit.Thisoccurrence
increasesthepotentialforheaveduetofreezingconditionsinthegeneralvicinityofthecrackorjoint.
Thistypeofheavehasthepotentialtobecomeexcessiveifnotaddressedaspartofamaintenance
program.Specialattentionshouldbepaidtoareaswheredissimilarmaterialsabutoneanother,where
constructionjointsoccurandwhereshrinkagecracksdevelop.
D.5.a.IsolatedFootingandPiers
Soilsclassifyingas“silt”(USCSsymbolsMLorMH),“clay”(CLorCH),orasbeing“silty”or“clayey”
(includingbutnotlimitedtoSP-SM,SC-SM,SMorSC),havethepotentialforadheringtopoured
concreteormasonryblockfeaturesbuiltthroughthenormalfrostzone.Infreezingconditions,thissoil
adhesioncouldresultintheconcreteormasonryconstructionbeingliftedoutoftheground.Thislifting
actionisalsoknownasheaveduetoadfreezing.Thepotentialforexperiencingtheimpactsofadfreezing
increaseswithpoorsurfacedrainageintheareaofbelowgradeelements,inareasofpoorlycompacted
clayeyorsiltysoilsandinareasofsaturatedsoils.Tolimittheimpactsofadfreeze,werecommend
placingalowfrictionseparationbarrier,suchashighdensityinsulationboard,betweenthebackfilland
theelement.Extendingisolatedpiersdeeperintothefrost-freezone,enlargingthebottomofthepiers
andthenprovidingtensionreinforcementcanalsobeconsidered.Recommendationsforspecific
foundationconditionscanbeprovidedasneeded.
D.6.Pavements
D.6.a.EngineeredFill
Fillneededtoreachpavementsubgradeshouldbeplacedinthinliftsnotexceeding12inches.The
engineeredfillplacedinpavedareasshouldbecompactedtoatleast100percentofStandardProctor
maximumdrydensityandwithinonepercentoftheoptimummoisturecontentwhenpresentwithinthe
upperthreefeetofpavementsubgrade.Belowtheupperthreefeet,thecompactionlevelmaybe
reducedto95percentofStandardProctormaximumdrydensityandthemoisturecontentshouldbe
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withinthreepercentofoptimummoisturecontent.Compactiontestsshouldbetakentoevaluatethe
contractor’smethodoffillplacement.
D.6.b.SubgradeProofroll
Priortoplacingaggregatebasematerial,werecommendproof-rollingpavementsubgradestodetermine
ifthesubgradematerialsareloose,soft,orweak,andinneedoffurtherstabilization,compactionor
subexcavation,andrecompactionorreplacement.Asecondproofrollshouldbeperformedafterthe
aggregatebasematerialisinplace,andpriortoplacingbituminousorconcretepavement.
D.6.c.DesignSections
LaboratoryteststodetermineanR-valueforpavementdesignwerenotincludedinthescopeofthis
project.Basedontheclaysubgrade,however,itisouropinionthatanR-valueof12canbeassumedfor
designpurposes.Forexclusivelyautoparking,werecommend3inchesofbituminousover6inchesof
Class5aggregatebase.Fordrivelanesthatwillhaveoccasionaltrucktraffic,werecommendapavement
sectionof4inchesofbituminousover10inchesofClass5aggregatebase.Bustrafficareas(ifany)
shouldhaveaminimumof6inchesofbituminousover12inchesofaggregatebase.Thesepavement
designsalsoassumethattheaggregatebaseisproperlydrained.
Forenhancedlongtermperformance,considerationshouldbegiventoincorporatinga12inchsand
subgradeintothedesign,especiallyindrivelanes.Ifa12inchsandsubgradeisconsideredthedrivelane
sectioncouldbereducedto31/2inchesofasphaltandsixinchesofClass5aggregate.
Theabovepavementdesignsarebasedupona20-yearperformancelife.Thisistheamountoftime
beforemajorreconstructionisanticipated.Thisperformancelifeassumesmaintenance,suchasseal
coatingandcracksealing,isroutinelyperformed.Theactualpavementlifewillvarydependingon
variationsinweather,trafficconditionsandmaintenance.
D.6.d.MaterialsandCompaction
WerecommendspecifyingcrushedaggregatebasemeetingtherequirementsofMinnesotaDepartment
ofTransportation(MnDOT)Specification3138forClass5.Werecommendthatthebituminouswearand
basecoursesmeettherequirementsofSpecifications2360,TypeSP.Werecommendtheaggregate
gradationsfortheasphaltmixesmeetGradationBforthebasecourseandGradationBorAforthe
surfacecourse.GradationAcontainsasmalleraggregatesizethanGradationBandwillprovideasurface
withlessvisibleaggregatewhichisdesirableforsomeowners.WerecommendthePerformanceGraded
AsphaltcementbeaPG58-28.(Ifadditionalresistancetorutting,scuffinganddimplingisdesired,we
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recommendutilizingaPG64-28.Ifadditionalresistancetocoldweathercrackingisdesirable,we
recommendutilizingaPG58-34.)
Werecommendthattheaggregatebasebecompactedtoaminimumof100percentofitsmaximum
standardProctordrydensity.Werecommendthatthebituminouspavementbecompactedtoatleast92
percentofthemaximumtheoreticalRicedensity.
Werecommendspecifyingconcreteforpavementsthathasaminimum28-daycompressivestrengthof
4,000psi,andamodulusofrupture(Mr)ofatleast600psi.WealsorecommendTypeIcementmeeting
therequirementsofASTMC150.Werecommendspecifyingfivetoeightpercententrainedairfor
exposedconcretetoprovideresistancetofreeze-thawdeterioration.Wealsorecommendusinga
water/cementratioof0.45orlessforconcreteexposedtodeicers.
D.6.e.SubgradeDrainage
Werecommendinstallingperforateddrainpipesthroughoutpavementareasatlowpointsandabout
catchbasins.Thedrainpipesshouldbeplacedinsmalltrenchesextendedatleast8inchesbelowthe
granularsubbaselayer–oraggregatebasematerialwherenosubbaseispresent.
D.7.Utilities
D.7.a.SubgradeStabilization
Weanticipatethatutilitiescanbeinstalledpermanufacturerbeddingrequirements.Iflocalizedsoft
areasareencounteredatpipeinvertelevations,werecommendplacingastabilizingaggregatebeneath
thepipe.Thedepthoftheaggregatebeddingwillvary,however,aminimumofsixinchesanda
maximumoftwofeetiscommonlyused.
D.7.b.Selection,PlacementandCompactionofBackfill
Werecommendselecting,placingandcompactingutilitybackfillinaccordancewiththe
recommendationsprovidedaboveinSectionD.1.
D.7.c.CorrosionProtection
Thesoilboringsindicatedthesiteconsistspredominatelyofclaysoils.Thesesoilsareconsideredslightly
tomoderatelycorrosivetometallicconduits.Werecommendwrappingmetallicpipethatisincontact
withclayeysoilsorifclayeysoilsareplacedasbackfillaroundthepipe.
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D.8.ConstructionQualityControl
D.8.a.ExcavationObservations
Werecommendhavingageotechnicalengineerobserveallexcavationsrelatedtosubgradepreparation
andspreadfooting,slab-on-grade,andpavementconstruction.Thepurposeoftheobservationsisto
evaluatethecompetenceofthegeologicmaterialsexposedintheexcavations,andtheadequacyof
requiredexcavationoversizing.
D.8.b.MaterialsTesting
Werecommenddensitytestsbetakeninwallbackfillandadditionalrequiredfillplacedbelowspread
footings,slab-on-gradeconstruction,andbelowpavements.
WerecommendMarshalltestsonbituminousmixestoevaluatestrengthandairvoids,anddensitytests
toevaluatecompaction.
Wealsorecommendslump,aircontent,andstrengthtestsofportlandcementconcrete.
D.8.c.PavementSubgradeProofroll
Werecommendthatproofrollingofthepavementsubgradesbeobservedbyageotechnicalengineerto
determineiftheresultsoftheproceduremeetprojectspecifications,ordelineatetheextentof
additionalpavementsubgradepreparationwork.
D.8.d.ColdWeatherPrecautions
Ifsitegradingandconstructionisanticipatedduringcoldweather,allsnowandiceshouldberemoved
fromcutandfillareaspriortoadditionalgrading.Nofillshouldbeplacedonfrozensubgrades.No
frozensoilsshouldbeusedasfill.
ConcretedeliveredtothesiteshouldmeetthetemperaturerequirementsofASTMC94.Concrete
shouldnotbeplacedonfrozensubgrades.Concreteshouldbeprotectedfromfreezinguntilthe
necessarystrengthisattained.Frostshouldnotbepermittedtopenetratebelowfootings.
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E.Procedures
E.1.PenetrationTestBorings
Thepenetrationtestboringsweredrilledwithatruck-mountedcoreandaugerdrillequippedwith
hollow-stemauger.TheboringswereperformedinaccordancewithASTMD1586.Penetrationtest
samplesweretakenat21/2-or5-footintervals.Actualsampleintervalsandcorrespondingdepthsare
shownontheboringlogs.
E.2.MaterialClassificationandTesting
E.2.a.VisualandManualClassification
ThegeologicmaterialsencounteredwerevisuallyandmanuallyclassifiedinaccordancewithASTM
StandardPracticeD2488.Achartexplainingtheclassificationsystemisattached.Sampleswereplaced
injarsandreturnedtoourfacilityforreviewandstorage.
E.2.b.LaboratoryTesting
Theresultsofthelaboratorytestsperformedongeologicmaterialsamplesarenotedonorfollowthe
appropriateattachedexplorationlogs.ThetestswereperformedinaccordancewithASTMprocedures.
E.3.GroundwaterMeasurements
Thedrillerscheckedforgroundwaterasthepenetrationtestboringswereadvanced,andagainafter
augerwithdrawal.Theboreholeswerethenbackfilledorallowedtoremainopenforanextendedperiod
ofobservationasnotedontheboringlogs.
F.Qualifications
F.1.VariationsinSubsurfaceConditions
F.1.a.MaterialStrata
Ourevaluation,analyses,andrecommendationsweredevelopedfromalimitedamountofsiteand
subsurfaceinformation.Itisnotstandardengineeringpracticetoretrievematerialsamplesfrom
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explorationlocationscontinuouslywithdepth,andthereforestrataboundariesandthicknessesmustbe
inferredtosomeextent.Strataboundariesmayalsobegradualtransitions,andcanbeexpectedtovary
indepth,elevation,andthicknessawayfromtheexplorationlocations.
Variationsinsubsurfaceconditionspresentbetweenexplorationlocationsmaynotberevealeduntil
additionalexplorationworkiscompleted,orconstructioncommences.Ifanysuchvariationsare
revealed,ourrecommendationsshouldbere-evaluated.Suchvariationscouldincreaseconstruction
costs,andacontingencyshouldbeprovidedtoaccommodatethem.
F.1.b.GroundwaterLevels
Groundwatermeasurementsweremadeundertheconditionsreportedhereinandshownonthe
explorationlogs,andinterpretedinthetextofthisreport.Itshouldbenotedthattheobservation
periodswererelativelyshort,andgroundwatercanbeexpectedtofluctuateinresponsetorainfall,
flooding,irrigation,seasonalfreezingandthawing,surfacedrainagemodifications,andotherseasonal
andannualfactors.
F.2.ContinuityofProfessionalResponsibility
F.2.a.PlanReview
Thisreportisbasedonalimitedamountofinformation,andanumberofassumptionswerenecessaryto
helpusdevelopourrecommendations.Itisrecommendedthatourfirmreviewthegeotechnicalaspects
ofthedesignsandspecifications,andevaluatewhetherthedesignisasexpected,ifanydesignchanges
haveaffectedthevalidityofourrecommendations,andifourrecommendationshavebeencorrectly
interpretedandimplementedinthedesignsandspecifications.
F.2.b.ConstructionObservationsandTesting
Itisrecommendedthatweberetainedtoperformobservationsandtestsduringconstruction.Thiswill
allowcorrelationofthesubsurfaceconditionsencounteredduringconstructionwiththoseencountered
bytheborings,andprovidecontinuityofprofessionalresponsibility.
F.3.UseofReport
Thisreportisfortheexclusiveuseofthepartiestowhichithasbeenaddressed.Withoutwritten
approval,weassumenoresponsibilitytootherpartiesregardingthisreport.Ourevaluation,analyses,
andrecommendationsmaynotbeappropriateforotherpartiesorprojects.
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F.4.StandardofCare
Inperformingitsservices,BraunIntertecusedthatdegreeofcareandskillordinarilyexercisedunder
similarcircumstancesbyreputablemembersofitsprofessioncurrentlypracticinginthesamelocality.No
warranty,expressorimplied,ismade.
Appendix
4
8
12
12
16
17
1/2
1 3/4
Benchmark:
Elevations were
obtained using
GPS and the State
of Minnesota's
permanent base
station network.
An open triangle in
the water level
(WL) column
indicates the depth
at which
groundwater was
observed while
drilling.
Groundwater levels
fluctuate.
20
SM
CL
CL
SILTY SAND, fine-grained, trace roots, dark brown,
moist.
(Topsoil Fill)
SANDY LEAN CLAY, with Gravel, brown, wet, rather
soft.
(Glacial Till)
SANDY LEAN CLAY, with Gravel, brown, wet, medium
to very stiff.
(Glacial Till)
Layers of Poorly Graded Sand at 8 feet.
END OF BORING.
Water observed at 8 feet with 7 feet of hollow-stem auger
in the ground.
Water not observed with 14 1/2 feet of hollow-stem
auger in the ground.
Boring immediately backfilled with cuttings.
920.8
917.8
905.8
1.0
4.0
16.0
10/17/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-1 page 1 of 1
3 1/4" HSA, AutohammerR. Hansen
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Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
qp
tsf
MC
%Symbol
Elev.
feet
921.8
Depth
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SM
CL
CL
SILTY SAND, fine-grained, trace Gravel, dark brown,
moist.
(Topsoil)
SANDY LEAN CLAY, brown, wet, rather soft.
(Glacial Till)
SANDY LEAN CLAY, with Gravel, brown, wet, rather soft
to stiff.
(Glacial Till)
END OF BORING.
Water not observed with 15 feet of hollow-stem auger in
the ground.
Boring immediately backfilled with cuttings.
917.4
914.9
902.9
1.5
4.0
16.0
10/17/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-2 page 1 of 1
3 1/4" HSA, AutohammerR. Hansen
L O G O F B O R I N G
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LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-2
METHOD:
BORING:
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5
9
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
qp
tsf
MC
%Symbol
Elev.
feet
918.9
Depth
feet
0.0
6
8
11
12
14
17
3/4
2
1
19
SM
CL
CL
CL
SILTY SAND, fine- to medium-grained, trace roots, dark
brown, moist.
(Topsoil)
SANDY LEAN CLAY, with Gravel, brown, wet, medium.
(Possible Fill)
SANDY LEAN CLAY, trace Gravel, brown to gray, wet,
medium to stiff.
(Glacial Till)
SANDY LEAN CLAY, trace Gravel, gray, very stiff.
(Glacial Till)
END OF BORING.
Water not observed with 15 feet of hollow-stem auger in
the ground.
Water not observed to cave-in depth of 12 feet
immediately after withdrawal of auger.
Boring immediately backfilled with cuttings.
912.4
908.5
898.5
896.5
0.1
4.0
14.0
16.0
10/17/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-3 page 1 of 1
3 1/4" HSA, AutohammerB. Kammermeier
L O G O F B O R I N G
(S
e
e
D
e
s
c
r
i
p
t
i
v
e
T
e
r
m
i
n
o
l
o
g
y
s
h
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e
t
f
o
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e
x
p
l
a
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a
t
i
o
n
o
f
a
b
b
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v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-3
METHOD:
BORING:
BPF
B14-07818LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
7
8
1
8
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
1
/
1
9
/
1
4
0
9
:
5
9
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
qp
tsf
MC
%Symbol
Elev.
feet
912.5
Depth
feet
0.0
6
5
5
5
9
9
1 1/4
1 1/2
1 3/4
20
24
SM
CL
OL
CL
CL
CL
SILTY SAND, fine- to medium-grained, trace roots, with
Gravel, gray, dry.
(Topsoil)
SANDY LEAN CLAY, with Gravel, brown to gray, wet.
(Possible Fill)
ORGANIC CLAY, black, wet.
(Swamp Deposit)
SANDY LEAN CLAY, dark gray, wet, rather soft.
(Glacial Till)
SANDY LEAN CLAY, with Gravel, brown to gray, wet,
rather soft to rather stiff.
(Glacial Till)
SANDY LEAN CLAY, gray, wet, rather stiff.
(Glacial Till)
END OF BORING.
Water not observed with 15 feet of hollow-stem auger in
the ground.
Water not observed to cave-in depth of 10 feet
immediately after withdrawal of auger.
Boring immediately backfilled with cuttings.
909.8
905.9
902.9
900.9
895.9
893.9
0.1
4.0
7.0
9.0
14.0
16.0
10/17/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-4 page 1 of 1
3 1/4" HSA, AutohammerB. Kammermeier
L O G O F B O R I N G
(S
e
e
D
e
s
c
r
i
p
t
i
v
e
T
e
r
m
i
n
o
l
o
g
y
s
h
e
e
t
f
o
r
e
x
p
l
a
n
a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-4
METHOD:
BORING:
BPF
B14-07818LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
7
8
1
8
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
1
/
1
9
/
1
4
1
0
:
0
0
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
qp
tsf
MC
%Symbol
Elev.
feet
909.9
Depth
feet
0.0
5
5
9
11
11
14
3/4
3 1/2
2 1/2
3 1/2
20
SM
OL
CL
CL
CL
SILTY SAND, fine- to medium-grained, trace roots, with
Gravel, gray, dry.
(Topsoil)
ORGANIC LEAN CLAY, black, wet.
(Swamp Deposit)
SANDY LEAN CLAY, with Gravel, gray, wet, rather soft.
(Glacial Till)
SANDY LEAN CLAY, trace Gravel, brown to gray, wet,
rather stiff.
(Glacial Till)
SANDY LEAN CLAY, trace Gravel, gray, wet, rather stiff
to stiff.
(Glacial Till)
END OF BORING.
Water not observed with 15 feet of hollow-stem auger in
the ground.
Water not observed to cave-in depth of 11 feet
immediately after withdrawal of auger.
Boring immediately backfilled with cuttings.
908.2
904.3
902.3
896.3
892.3
0.1
4.0
6.0
12.0
16.0
10/17/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-5 page 1 of 1
3 1/4" HSA, AutohammerB. Kammermeier
L O G O F B O R I N G
(S
e
e
D
e
s
c
r
i
p
t
i
v
e
T
e
r
m
i
n
o
l
o
g
y
s
h
e
e
t
f
o
r
e
x
p
l
a
n
a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-5
METHOD:
BORING:
BPF
B14-07818LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
7
8
1
8
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
1
/
1
9
/
1
4
1
0
:
0
0
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
qp
tsf
MC
%Symbol
Elev.
feet
908.3
Depth
feet
0.0
14
16
15
14
16
16
3 1/4
2 1/2
20
SM
CL
SILTY SAND, dark brown, moist.
(Topsoil)
SANDY LEAN CLAY, trace Gravel, brown, wet, stiff.
(Glacial Till)
END OF BORING.
Water not observed with 15 feet of hollow-stem auger in
the ground.
Boring immediately backfilled with cuttings.
920.4
904.5
0.1
16.0
10/16/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-6 page 1 of 1
3 1/4" HSA, AutohammerB. Kammermeier
L O G O F B O R I N G
(S
e
e
D
e
s
c
r
i
p
t
i
v
e
T
e
r
m
i
n
o
l
o
g
y
s
h
e
e
t
f
o
r
e
x
p
l
a
n
a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-6
METHOD:
BORING:
BPF
B14-07818LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
7
8
1
8
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
1
/
1
9
/
1
4
1
0
:
0
0
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
qp
tsf
MC
%Symbol
Elev.
feet
920.5
Depth
feet
0.0
6
12
13
13
12
13
2 1/2
2 3/4
3 1/4
16
SM
CL
SILTY SAND, fine- to medium-grained, with Gravel,
brown, moist.
(Topsoil)
SANDY LEAN CLAY, trace Gravel, brown to gray, wet,
medium to rather stiff.
(Glacial Till)
END OF BORING.
Water not observed with 15 feet of hollow-stem auger in
the ground.
Boring immediately backfilled with cuttings.
922.2
906.3
0.1
16.0
10/16/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-7 page 1 of 1
3 1/4" HSA, AutohammerR. Hansen
L O G O F B O R I N G
(S
e
e
D
e
s
c
r
i
p
t
i
v
e
T
e
r
m
i
n
o
l
o
g
y
s
h
e
e
t
f
o
r
e
x
p
l
a
n
a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-7
METHOD:
BORING:
BPF
B14-07818LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
7
8
1
8
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
1
/
1
9
/
1
4
1
0
:
0
0
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
qp
tsf
MC
%Symbol
Elev.
feet
922.3
Depth
feet
0.0
6
9
10
9
14
19
2 1/4
3 1/2
3
21
SM
CL
SC
CL
SILTY SAND, fine- to medium-grained, trace roots,
brown, moist.
(Topsoil)
SANDY LEAN CLAY, trace Gravel, brown, wet, medium
to rather stiff.
(Glacial Till)
CLAYEY SAND, fine- to medium-grained, brown, wet,
medium dense.
(Glacial Till)
SANDY LEAN CLAY, trace Gravel, wet, very stiff.
(Glacial Till)
END OF BORING.
Water not observed with 15 feet of hollow-stem auger in
the ground.
Boring immediately backfilled with cuttings.
921.8
909.9
907.9
905.9
0.1
12.0
14.0
16.0
10/16/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-8 page 1 of 1
3 1/4" HSA, AutohammerR. Hansen
L O G O F B O R I N G
(S
e
e
D
e
s
c
r
i
p
t
i
v
e
T
e
r
m
i
n
o
l
o
g
y
s
h
e
e
t
f
o
r
e
x
p
l
a
n
a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-8
METHOD:
BORING:
BPF
B14-07818LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
7
8
1
8
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
1
/
1
9
/
1
4
1
0
:
0
0
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
qp
tsf
MC
%Symbol
Elev.
feet
921.9
Depth
feet
0.0
6
8
10
11
11
12
1 1/2
2 1/2
1 3/4
2
19
SM
CL
CL
SILTY SAND, fine- to medium-grained, brown, moist.
(Topsoil)
SANDY LEAN CLAY, trace Gravel, brown, wet, medium.
(Glacial Till)
SANDY LEAN CLAY, trace Gravel, brown, wet, medium
to rather stiff.
(Glacial Till)
END OF BORING.
Water not observed with 15 feet of hollow-stem auger in
the ground.
Boring immediately backfilled with cuttings.
924.0
920.1
908.1
0.1
4.0
16.0
10/16/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-9 page 1 of 1
3 1/4" HSA, AutohammerR. Hansen
L O G O F B O R I N G
(S
e
e
D
e
s
c
r
i
p
t
i
v
e
T
e
r
m
i
n
o
l
o
g
y
s
h
e
e
t
f
o
r
e
x
p
l
a
n
a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-9
METHOD:
BORING:
BPF
B14-07818LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
7
8
1
8
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
1
/
1
9
/
1
4
1
0
:
0
0
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
qp
tsf
MC
%Symbol
Elev.
feet
924.1
Depth
feet
0.0
6
7
8
11
14
15
14
14
2 3/4
2 1/4
SM
CL
CL
CL
SILTY SAND, fine-grained, trace Gravel, brown, moist.
(Topsoil)
SANDY LEAN CLAY, trace Gravel, dark brown, wet,
medium.
(Glacial Till)
SANDY LEAN CLAY, trace Gravel, brown, wet, medium
to stiff.
(Glacial Till)
SANDY LEAN CLAY, trace Gravel, gray, wet, stiff.
(Glacial Till)
END OF BORING.
Water not observed with 25 feet of hollow-stem auger in
the ground.
Boring immediately backfilled with cuttings.
923.9
921.0
905.0
898.0
0.1
3.0
19.0
26.0
10/16/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-10 page 1 of 1
3 1/4" HSA, AutohammerR. Hansen
L O G O F B O R I N G
(S
e
e
D
e
s
c
r
i
p
t
i
v
e
T
e
r
m
i
n
o
l
o
g
y
s
h
e
e
t
f
o
r
e
x
p
l
a
n
a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-10
METHOD:
BORING:
BPF
B14-07818LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
7
8
1
8
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
1
/
1
9
/
1
4
0
9
:
5
9
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
qp
tsfSymbol
Elev.
feet
924.0
Depth
feet
0.0
6
7
9
9
11
13
22
59
2 1/4
2 1/4
2 1/4
SM
CL
CL
CL
SILTY SAND, fine-grained, brown, moist.
(Topsoil)
SANDY LEAN CLAY, wet, brown, medium.
(Glacial Till)
SANDY LEAN CLAY, trace Gravel, brown, wet, medium
to stiff.
(Glacial Till)
SANDY LEAN CLAY, with Gravel, trace Cobble, gray,
wet, very stiff to hard.
(Glacial Till)
END OF BORING.
Water observed at 24 1/2 feet with 25 feet of hollow-stem
auger in the ground.
Water observed at 15 feet with 25 feet of hollow-stem
auger in the ground.
Boring immediately backfilled with bentonite grout.
920.9
917.0
902.0
895.0
0.1
4.0
19.0
26.0
10/17/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-11 page 1 of 1
3 1/4" HSA, AutohammerR. Hansen
L O G O F B O R I N G
(S
e
e
D
e
s
c
r
i
p
t
i
v
e
T
e
r
m
i
n
o
l
o
g
y
s
h
e
e
t
f
o
r
e
x
p
l
a
n
a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-11
METHOD:
BORING:
BPF
B14-07818LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
7
8
1
8
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
1
/
1
9
/
1
4
0
9
:
5
9
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
qp
tsfSymbol
Elev.
feet
921.0
Depth
feet
0.0
6
10
10
10
15
14
20
17
2 1/2
2
SM
CL
CL
CL
SILTY CLAYEY SAND, dark brown, moist.
(Topsoil)
SANDY LEAN CLAY, brown, wet, medium.
SANDY LEAN CLAY, trace Gravel, brown, wet, rather
stiff to stiff.
(Glacial Till)
SANDY LEAN CLAY, gray, wet, very stiff.
(Glacial Till)
END OF BORING.
Water not observed with 25 feet of hollow-stem auger in
the ground.
Boring immediately backfilled with cuttings.
916.5
913.6
898.6
890.6
0.1
3.0
18.0
26.0
10/16/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-12 page 1 of 1
3 1/4" HSA, AutohammerR. Hansen
L O G O F B O R I N G
(S
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i
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i
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n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-12
METHOD:
BORING:
BPF
B14-07818LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
7
8
1
8
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
1
/
1
9
/
1
4
0
9
:
5
9
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
qp
tsfSymbol
Elev.
feet
916.6
Depth
feet
0.0
3
7
12
10
11
11
13
11
2 3/4
3
2 1/4
SM
CL
SC
CL
SILTY SAND, fine- to medium-grained, dark brown, wet.
(Topsoil)
SANDY LEAN CLAY, trace Gravel, brown, wet, soft to
medium.
(Glacial Till)
CLAYEY SAND, fine- to medium-grained, brown, moist,
medium dense.
(Glacial Till)
SANDY LEAN CLAY, trace Gravel, brown, wet, rather
stiff to stiff.
(Glacial Till)
END OF BORING.
Water not observed with 25 feet of hollow-stem auger in
the ground.
Boring immediately backfilled with cuttings.
915.6
909.7
906.7
889.7
0.1
6.0
9.0
26.0
10/16/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-13 page 1 of 1
3 1/4" HSA, AutohammerR. Hansen
L O G O F B O R I N G
(S
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a
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i
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f
a
b
b
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v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-13
METHOD:
BORING:
BPF
B14-07818LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
7
8
1
8
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
1
/
1
9
/
1
4
0
9
:
5
9
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
qp
tsfSymbol
Elev.
feet
915.7
Depth
feet
0.0
18
20
15
17
18
18
15
50/2"
3 1/2
3 1/2
2 1/2
3 1/4
SM
CL
CL
CL
SILTY SAND, fine- to medium-grained, trace Gravel and
roots, gray, moist.
(Topsoil)
SANDY LEAN CLAY, with Gravel, brown to gray, wet,
very stiff.
(Glacial Till)
SANDY LEAN CLAY, with Gravel, brown, wet, stiff to
very stiff.
(Glacial Till)
SANDY LEAN CLAY, trace Gravel, gray, wet, hard.
(Glacial Till)
END OF BORING.
Water not observed with 25 feet of hollow-stem auger in
the ground.
Water not observed to cave-in depth of 18 feet
immediately after withdrawal of auger.
Boring immediately backfilled with cuttings.
911.6
907.7
888.7
885.7
0.1
4.0
23.0
26.0
10/17/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-14 page 1 of 1
3 1/4" HSA, AutohammerB. Kammermeier
L O G O F B O R I N G
(S
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i
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a
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v
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i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-14
METHOD:
BORING:
BPF
B14-07818LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
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S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
7
8
1
8
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
1
/
1
9
/
1
4
0
9
:
5
9
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
qp
tsfSymbol
Elev.
feet
911.7
Depth
feet
0.0
6
11
15
16
18
22
21
13
SM
CL
CL
CL
CL
SILTY SAND, fine- to medium-grained, trace roots, gray,
moist.
(Topsoil)
SANDY LEAN CLAY, trace roots and Gravel, brown, wet,
medium.
(Glacial Till)
FILL: Sandy Lean Clay, with Gravel, brown, wet, rather
stiff.
(Glacial Till)
SANDY LEAN CLAY, trace Gravel, brown to gray, wet,
stiff to very stiff.
(Glacial Till)
SANDY LEAN CLAY, gray, wet, stiff.
(Glacial Till)
END OF BORING.
Water not observed with 25 feet of hollow-stem auger in
the ground.
Water not observed to cave-in depth of 18 feet
immediately after withdrawal of auger.
Boring immediately backfilled with cuttings.
909.9
907.0
903.0
886.0
884.0
0.1
3.0
7.0
24.0
26.0
10/17/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-15 page 1 of 1
3 1/4" HSA, AutohammerB. Kammermeier
L O G O F B O R I N G
(S
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a
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i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-15
METHOD:
BORING:
BPF
B14-07818LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
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S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
7
8
1
8
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
1
/
1
9
/
1
4
0
9
:
5
9
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
Symbol
Elev.
feet
910.0
Depth
feet
0.0
5
6
13
17
1 3/4
2 3/4
SM
CL
CL
CL
SILTY SAND,, fine- to medium-grained, trace roots, with
Gravel, brown, moist.
(Topsoil)
SANDY LEAN CLAY, with Gravel, dark brown to gray,
wet, rather soft to medium.
(Glacial Till)
SANDY LEAN CLAY, brown, wet, stiff.
(Glacial Till)
SANDY LEAN CLAY, gray, wet, very stiff.
(Glacial Till)
END OF BORING.
Water not observed with 10 feet of hollow-stem auger in
the ground.
Water not observed to cave-in depth of 7 feet
immediately after withdrawal of auger.
Boring immediately backfilled with cuttings.
899.9
893.0
891.0
889.0
0.1
7.0
9.0
11.0
10/17/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-16 page 1 of 1
3 1/4" HSA, AutohammerB. Kammermeier
L O G O F B O R I N G
(S
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i
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v
i
a
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i
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n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-16
METHOD:
BORING:
BPF
B14-07818LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
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\
A
X
P
R
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E
C
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S
\
2
0
1
4
\
0
7
8
1
8
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
1
/
1
9
/
1
4
0
9
:
5
9
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
qp
tsfSymbol
Elev.
feet
900.0
Depth
feet
0.0
7
9
12
11
SM
CL
SILTY SAND, fine-grained, with roots, brown, moist.
(Topsoil)
SANDY LEAN CLAY, trace Gravel, brown, wet, medium
to rather stiff.
(Glacial Till)
END OF BORING.
Water not observed with 10 feet of hollow-stem auger in
the ground.
Boring immediately backfilled with cuttings.
927.0
916.1
0.1
11.0
10/17/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-17 page 1 of 1
3 1/4" HSA, AutohammerR. Hansen
L O G O F B O R I N G
(S
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i
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a
b
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v
i
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i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-17
METHOD:
BORING:
BPF
B14-07818LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
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S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
7
8
1
8
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
1
/
1
9
/
1
4
0
9
:
5
9
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
Symbol
Elev.
feet
927.1
Depth
feet
0.0
6
8
9
10
SM
CL
CL
SILTY SAND, fine-grained, brown, moist, medium.
(Topsoil)
SANDY LEAN CLAY, trace Gravel, brown, wet, medium.
(Glacial Till)
SANDY LEAN CLAY, brown, wet, rather stiff.
(Glacial Till)
END OF BORING.
Water not observed with 10 feet of hollow-stem auger in
the ground.
Boring immediately backfilled with cuttings.
923.9
918.1
913.1
0.2
6.0
11.0
10/17/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-18 page 1 of 1
3 1/4" HSA, AutohammerR. Hansen
L O G O F B O R I N G
(S
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T
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f
o
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x
p
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a
t
i
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n
o
f
a
b
b
r
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v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-18
METHOD:
BORING:
BPF
B14-07818LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
7
8
1
8
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
1
/
1
9
/
1
4
0
9
:
5
9
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
Symbol
Elev.
feet
924.1
Depth
feet
0.0
8
10
15
25
SM
CL
SILTY SAND, fine- to medium-grained, with Gravel, light
brown, dry.
(Topsoil)
SANDY LEAN CLAY, with Gravel, brown, wet, medium
to very stiff.
(Glacial Till)
END OF BORING.
Water not observed with 10 feet of hollow-stem auger in
the ground.
Boring immediately backfilled with cuttings.
914.7
903.8
0.1
11.0
10/1/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
Braun Intertec Corporation, Bloomington MN 55438 ST-19 page 1 of 1
3 1/4" HSA, AutohammerR. Hansen
L O G O F B O R I N G
(S
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T
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p
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a
t
i
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f
a
b
b
r
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v
i
a
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i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
ST-19
METHOD:
BORING:
BPF
B14-07818LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
7
8
1
8
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
1
/
1
9
/
1
4
0
9
:
5
9
Braun Project B14-07818
GEOTECHNICAL EVALUATION
Chanhassen Senior Housing Project
8623-8635 Great Plains Boulevard
Chanhassen, Minnesota
Symbol
Elev.
feet
914.8
Depth
feet
0.0
Descriptive Terminology of Soil
Standard D 2487 - 00
Classification of Soils for Engineering Purposes
(Unified Soil Classification System)
Rev. 7/07
DD Dry density, pcf
WD Wet density, pcf
MC Natural moisture content, %
LL Liqiuid limit, %
PL Plastic limit, %
PI Plasticity index, %
P200 % passing 200 sieve
OC Organic content, %
S Percent of saturation, %
SG Specific gravity
C Cohesion, psf
Angle of internal friction
qu Unconfined compressive strength, psf
qp Pocket penetrometer strength, tsf
Liquid Limit (LL)
Laboratory Tests
Pl
a
s
t
i
c
i
t
y
I
n
d
e
x
(
P
I
)
Drilling Notes
Standard penetration test borings were advanced by 3 1/4” or 6 1/4”
ID hollow-stem augers unless noted otherwise, Jetting water was used
to clean out auger prior to sampling only where indicated on logs.
Standard penetration test borings are designated by the prefix “ST”
(Split Tube). All samples were taken with the standard 2” OD split-tube
sampler, except where noted.
Power auger borings were advanced by 4” or 6” diameter continuous-
flight, solid-stem augers. Soil classifications and strata depths were in-
ferred from disturbed samples augered to the surface and are, therefore,
somewhat approximate. Power auger borings are designated by the
prefix “B.”
Hand auger borings were advanced manually with a 1 1/2” or 3 1/4”
diameter auger and were limited to the depth from which the auger could
be manually withdrawn. Hand auger borings are indicated by the prefix
“H.”
BPF: Numbers indicate blows per foot recorded in standard penetration
test, also known as “N” value. The sampler was set 6” into undisturbed
soil below the hollow-stem auger. Driving resistances were then counted
for second and third 6” increments and added to get BPF. Where they
differed significantly, they are reported in the following form: 2/12 for the
second and third 6” increments, respectively.
WH: WH indicates the sampler penetrated soil under weight of hammer
and rods alone; driving not required.
WR: WR indicates the sampler penetrated soil under weight of rods
alone; hammer weight and driving not required.
TW indicates thin-walled (undisturbed) tube sample.
Note: All tests were run in general accordance with applicable ASTM
standards.
Particle Size Identification
Boulders ...............................over 12”
Cobbles ...............................3” to 12”
Gravel
Coarse ............................3/4” to 3”
Fine .................................No. 4 to 3/4”
Sand
Coarse ............................No. 4 to No. 10
Medium ...........................No. 10 to No. 40
Fine .................................No. 40 to No. 200
Silt ....................................... No. 200, PI 4 or
below “A” line
Clay ..................................... No. 200, PI 4 and
on or above “A” line
Relative Density of
Cohesionless Soils
Very loose ................................0 to 4 BPF
Loose .......................................5 to 10 BPF
Medium dense.........................11 to 30 BPF
Dense......................................31 to 50 BPF
Very dense...............................over 50 BPF
Consistency of Cohesive Soils
Very soft...................................0 to 1 BPF
Soft.......................................2 to 3 BPF
Rather soft...............................4 to 5 BPF
Medium....................................6 to 8 BPF
Rather stiff...............................9 to 12 BPF
Stiff.......................................13 to 16 BPF
Very stiff...................................17 to 30 BPF
Hard.......................................over 30 BPF
a.Based on the material passing the 3-in (75mm) sieve.
b.If field sample contained cobbles or boulders, or both, add “with cobbles or boulders or both” to group name.
c.Cu = D60 / D10 Cc = (D30)2
D10 x D60
d.If soil contains 15% sand, add “with sand” to group name.
e.Gravels with 5 to 12% fines require dual symbols:
GW-GMwell-graded gravel with silt
GW-GCwell-graded gravel with clay
GP-GMpoorly graded gravel with silt
GP-GCpoorly graded gravel with clay
f.If fines classify as CL-ML, use dual symbol GC-GM or SC-SM.
g.If fines are organic, add “with organic fines” to group name.
h.If soil contains 15% gravel, add “with gravel” to group name.
i.Sands with 5 to 12% fines require dual symbols:
SW-SMwell-graded sand with silt
SW-SCwell-graded sand with clay
SP-SM poorly graded sand with silt
SP-SCpoorly graded sand with clay
j.If Atterberg limits plot in hatched area, soil is a CL-ML, silty clay.
k.If soil contains 10 to 29% plus No. 200, add “with sand” or “with gravel” whichever is predominant.
l.If soil contains 30% plus No. 200, predominantly sand, add “sandy” to group name.
m.If soil contains 30% plus No. 200 predominantly gravel, add “gravelly” to group name.
n.PI 4 and plots on or above “A” line.
o.PI 4 or plots below “A” line.
p.PI plots on or above “A” line.
q.PI plots below “A” line.
Poorly graded sand h
Peat
Well-graded gravel d
PI plots on or above “A” line
PI 7 and plots on or above “A” line j
PI 4 or plots below “A” line j
Fi
n
e
-
g
r
a
i
n
e
d
S
o
i
l
s
50
%
o
r
m
o
r
e
p
a
s
s
e
d
t
h
e
No
.
2
0
0
s
i
e
v
e
Co
a
r
s
e
-
g
r
a
i
n
e
d
S
o
i
l
s
mo
r
e
t
h
a
n
5
0
%
r
e
t
a
i
n
e
d
o
n
No
.
2
0
0
s
i
e
v
e
Soils Classification
Gravels
More than 50% of
coarse fraction
retained on
No. 4 sieve
Sands
50% or more of
coarse fraction
passes
No. 4 sieve
Silts and Clays
Liquid limit
less than 50
Highly Organic Soils
Silts and clays
Liquid limit
50 or more
Primarily organic matter, dark in color and organic odor
Group
Symbol
Criteria for Assigning Group Symbols and
Group Names Using Laboratory Tests a
Group Name b
GW
GP
GM
GC
SW
SP
SM
CL
ML
OL
OL
SC
Poorly graded gravel d
Silty gravel d f g
Clean Gravels
5% or less fines e
Gravels with Fines
More than 12% fines e
Clean Sands
5% or less fines i
Sands with Fines
More than 12% i
Fines classify as ML or MH
Fines classify as CL or CH Clayey gravel d f g
Well-graded sand h
Fines classify as CL or CH
Fines classify as ML or MH Silty sand f g h
Clayey sand f g h
Inorganic
Organic Liquid limit - oven dried
Liquid limit - not dried 0.75
Inorganic
Organic
PI plots below “A” line
Lean clay k l m
Liquid limit - oven dried
Liquid limit - not dried 0.75
CH
MH
OH
OH
Fat clay k l m
Elastic silt k l m
Organic clay k l m n
Organic silt k l m o
Organic clay k l m p
Organic silt k l m q
Cu 6 and 1 Cc 3 C
PT
Cu 4 and 1 Cc 3 C
Cu 4 and/or 1 Cc 3 C
Cu 6 and/or 1 CC 3 C
0 10 1620 30 4050 60 7080 90 100110
7
“U”
L
i
n
e
“A”
L
i
n
e
10
20
30
40
50
60
4
0
ML or OL
MH or OHCL o
r
O
L
CH
o
r
O
H
CL - ML
Silt k l m