sill plate anchor bolt testing 2009
TRANSCRIPT
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StructuralEngineersAssociationofNorthernCalifornia
20082009SpecialProjectsInitiative,(SPI).
20082009SEAONCBoardofDirectors:
ReinhardLudke(President),RafaelSabelli(VicePresident),KateStillwell (Treasurer),
Bret
Lizundia
(Past
Pres.),
Greg
Deierlein,
Mark
Ketchum,
Karin
Kuffel,
John
Osteraas.
Reportonlaboratorytestingofanchorboltsconnectingwood
sillplatestoconcretewithminimumedgedistances
SEAONCSPIProjectTeam:
ScientificConstructionLaboratories,Inc. (SCL)
W.
Andrew
Fennell,
CE,
SECB,
GC
ThomasA.Voss,CE
3397Mt.DiabloBlvd.,SuiteE
Lafayette,California94549
(T)925.284.3363(F)925.284.3360
CERTUSConsulting,Inc.(CCI)
KevinMoore,CE,SE,SECB
405FourteenthStreet,Suite160
Oakland,California94612
(T)510.835.0705(F)510.835.0775
StructuralSolutions,Inc.(SSI)
GaryMochizuki,CE,SE
150N.Wiget,Suite102
WalnutCreek,CA94598
(T)925.938.3303(F)925.938.3522
TheProjectTeamgratefullyacknowledgesthefollowingfortheirinvaluableprojectsupport:
(Additionalprojectacknowledgementsarelistedintheattachedreport)Simpson
Strong
Tie
Company,
Inc.
(SSTC)
StevePryor,CE,SE RicardoArevalo,CE,SE TimMurphy,CEAmericanForest&PaperAssociation(AF&PA)
PhilLine,PE BradDouglas,PE ShaneCochran
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Reportonlaboratorytestingofanchorboltsconnecting
woodsillplatestoconcretewithminimumedge
distances
W.AndrewFennell,CE,SECB,CPEng
ScientificConstructionLaboratories,Inc.
KevinS.Moore,CE,SE,SECB
CertusConsulting,Inc.
PhilipLine,PE
AmericanWoodCouncil/AF&PA
ThomasD.VanDorpe,CE,SE,CBO
VanDorpe,ChouandAssociates,Inc.
GaryL.Mochizuki,CE,SE
StructuralSolutions,Inc.
ThomasA.Voss,CE
ScientificConstructionLaboratories,Inc.
Abstract:
The2006InternationalBuildingCode(IBC06)istheModelCodeforthe2007CaliforniaBuildingCode
(CBC07). IBC06 references ACI 31805 Appendix D for the determination of anchor bolt capacity (in
singleshear)when attachingwoodsillplates toconcrete foundations. Many practicingengineersand
buildingofficialsarecurrentlymystifiedbythelowanchorboltcapacitiesobtainedfromtheapplication
ofAppendixDequationsforwoodframedconstructioninseismicdesigncategoriesD,EandF.
In the absence of available test data, members of the 20082009 Structural Engineers Association of
California (SEAOC) Seismology Committee concluded that the development and support of a study to
characterizetypicalfoundationanchorboltedtowoodsillplateconnectionswasnecessarytoestablish
abasisforevaluatingdesigncapacitieswhilebetterunderstandingthebehaviorofthisbasicconnection.
Results obtained through initial rudimentary experiments provided the authors and the SEAOC
Seismology Committee with a basis for the development of the test setup and protocol contained
herein.TheexperimentaltestscontainedhereinwereperformedattheTyrellGilbResearchLaboratory
in Stockton California. All tests were singlebolt tests in wood sill plates connected to concrete with
standard castinplace steel anchor Lbolts. A total of 28 tests were performed; twentyfour primarytestsandfourauxiliarytests.Theloadusedtotesttheconditionofinterestconsistedofaforceapplied
paralleltothefreeedgeoftheconcrete.Inaddition,nondestructivetestingwasperformedconcurrently
onconcretesurfacestodetectanyflawsanddelaminationsthatmayhaveformedduringtesting.
Thetestprogramyieldedresultsindicatingthattheconnectionofwoodsillplatetoconcreteusingcast
inplacesteelanchorboltsisductileandthatdesigncapacities(bothpastandpresent)areconservative.
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Introduction:
Seismic force resisting systems for wood framed buildings typically comprise wood structural panel
shearwallswithanchorboltslocatedattheedgeoffoundations(SeeImage1).Theseconnectionsoften
haveanedgedistanceof13/4fromtheboltcenterlinetothefaceoftheconcreteslaborfooting.
Image1Viewofanasbuiltanchorboltinstallation(left),designdetailfortypicalanchorboltinstallation
(right). Anchorshowninasbuiltconditionis5/8nominaldiameterwitha2x2platewasherperCBC2001.
Engineers have historically anticipated the controlling failure of this connection to occur between the
anchorboltandthewoodsillplate.However,designcapacitiesforbreakoutstrengthoftheanchorbolt
inshear,determined inaccordancewithACI31805AppendixD,aregreatlyreducedandtypically less
thanthedesigncapacityapplicabletothewoodtoconcreteconnectionwithsmalledgedistances.ACI
31805providesanincreasetobreakoutdesigncapacitywhereconnectionsareductilebutapplication
ofductileprovisionstothewoodtoconcreteconnectionisnotclearlydefinedwithinACI31805.
Lacking specific test data to substantiate the reduced design capacities for anchors in concrete in a
typical wood to concrete connection loaded parallel to the edge (per ACI 31805, Appendix D), the
Structural Engineers Association of California (SEAOC) Seismology Committee supported the
development of a study to characterize typical anchor bolted connections through a comprehensive
experimentaltestingprogramwiththefollowinggoals:
Establishtestdatafortheconnectioncapacitywhenloadedparalleltotheedge. Determinewhethertheconnectionexhibitsductilebehavior. Proposerationaldesigncapacitiesfortheconnectionbasedontestresults.
Alltestsweresinglebolttestsinwoodsillplatesconnectedtoconcretewithstandardcastinplacesteel
anchorbolts.Atotal of28testswere performed;24primarytests and fourauxiliarytests. Additionalnondestructive testing was performed concurrently on concrete surfaces to detect flaws and
delaminationsifformedduringtesting.
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TestSpecimens:
Figure1depictsatypicalcrosssectionofthespecifiedtestspecimen.Materialpropertiesaredescribed
below (Component descriptions) . Material properties for each test are included in Table1 (primary
tests)andTable2(auxiliarytests).
Figure1Typicalsection for2x4/3x4 testspecimens.Not toscale. (2x6/3x6tests;nominalspecifiededge
distancechangedto23/4)
Theanchorstested(paralleltotheconcreteface)werecastinplaceintworowsasdepictedinFigure1.
Interactionbetweenthetwo rowsof anchors andanyassociated proximityeffectson test resultswas
determined to be insignificant based on results of the initial experiments with similar test specimen
design.
Foralltests,nominalboltdiameterwas5/8andconcretecompressivestrengthwasbetween2500psi
and3000psi.Allconcretespecimensweretestedascast,withouttheintentionalcreationofcracksin
thetestspecimen.FurtherdiscussionbehindthisdecisioncanbefoundintheSEAOCBlueBookarticleonanchorbolts(availablefromwww.SEAOC.org/bluebook).
Woodsillplateswere2x4,3x4,2x6and3x6Douglasfir,incisedandpreservativetreated. Anchorbolts
werecenteredinthewidefaceof4nominalwidthand6nominalwidthmembersresulting intarget
edgedistances(measuredfromcenterlineoftheanchortothefaceoftheconcretefoundation)of1
3/4and23/4,respectively.
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Componentdescriptionsfollow:
Concrete a compressive strength (fc) of 2500psi to 3000psi was specified for the tests to represent
typicallightframeconstruction.Compressivetestcylinderresultsrangedfrom2550psi(on11/12/08)to
2710psi(on11/19/08).ModulusofElasticity(MOE)wasmeasuredfromaspecimencastfromthetest
specimenconcreteon11/11/08atSCLas3.61x106psi.Asingle60ksi#4reinforcingbarwasruntopand
bottomoftheconcretespecimenasshown inFigure1.Thereinforcementwasplaced3fromthetop
and3fromthebottom,andlocatedcentrallyinthe12widetestspecimen.
Wood sillplateswereofnominal2x4, 3x4,2x6 and3x6 sizes.All materialwaspressure preservative
treated (PT). The following properties for each specimen are reported in Table 1; lumber species,
lumbergrade,moisturecontentandpreservativetreatment.Sillplatestockwastestedinasreceived
condition. The material procured was specified as PT, DF, #2 or better. Unless otherwise noted in
Table 1, each test utilized a 11/16 diameter bored hole centered on the wide face of the wood sill
plate.
Anchor bolts were bare steel ASTM A307 Lbolts, 5/8 nominal diameter (0.559 actual) with rolled
threads.Yieldstress(Fy),fortheboltswasdeterminedbytestas40ksi.Platewasherswereprefabricatedsquaresteelplates(0.229x3x3)withadiameterstandardhole. Anchorboltswereembedded7
(held in place by bolt holders during casting). No reinforcement was placed coincident with the bolt
locations. Anchorbolts weredesignedtobeplacedwithanedgedistanceof13/4(centerofboltto
edgeofconcrete)for2x4and3x4tests.Fortestsof2x6and3x6sillplates,a23/4edgedistancewas
specified. Actual clear cover measurements were determined with a pachometer. See Table 1 for
specified(andactual)edgedistancesforeachtest.
Anchor bolt nut condition All tests (except 1 auxiliary test) were run with the nut finger tight +
turn. This condition is intended to represent a typical inservice condition where the sill plate has
undergonesomedimensionalchangebecauseofchangesinmoisturecontent.
Membrane an isolation membrane was installed on some tests as noted in Table 1. The membrane
was comprised of two layers of 10mil polyethylene sheeting (0.010). Lithium grease was sprayed
betweenthetwopliestoapproximateanidealizedfrictionlessplane.Testsutilizingthemembraneare
designatednffornonfriction,(I.e.1D1nf).Theeffectoffrictionwasevaluatedfor2x4and3x4sill
plateswherethespecifiededgedistancewas13/4.
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Table1SummaryofPrimaryTests
TestID's
TestDate
PlateTest.UON
5/8"A/B(0.559")
3"x3"x0.229"washer
EdgeDistance:
Nominal,
Actual.
LoadingProtocol MoistureContent,PT
Lumberspecies&grade.
1A1f289
11/12/08
2x4sillplate. 1.75"
1.9"
Monotonic
250#/sec.
9.1%to9.7%,Borate.
DFStandard&Better.
1A
2f290
11/12/082x4
sill
plate. 1.75"
1.8"
Monotonic250#/sec.
8.4%,
Borate.
DFStandard&Better.
2A1f293
11/12/08
2x4sillplate. 1.75"
1.9"
Cyclic
SEAOC@50#/sec.
7.9%to8.5%,Borate.
DFStandard&Better.
2A2f294
11/12/08
2x4sillplate. 1.75"
1.7"
Cyclic(0.2Hz)
SEAOCModified.
7.5%to8.1%,Borate.
DFStandard&Better.
1C1nf291
11/12/08
2x4sillplate. 1.75"
1.9"
Monotonic
250#/sec.
6.5%to8.1%,Borate.
DFStandard&Better.
1C2nf292
11/12/08
2x4sillplate. 1.75"
1.9"
Monotonic
250#/sec.
7.0%to8.3%,Boarate.
DFStandard&Better.
2C1nf295
11/12/08
2x4sillplate. 1.75"
1.8"
Cyclic(0.2Hz)
SEAOCModified.
9.1%to10.2%,Borate.
DFStandard&Better.
2C2nf296
11/13/08
2x4sillplate. 1.75"
1.9"
Cyclic(0.2Hz)
SEAOCModified.
7.5%to8.1%,Borate.
DFStandard&Better.
1B
1f298
11/13/08
3x4sill
plate. 1.75"
1.9"
Monotonic
0.75"/min.
12.1%
to
13.0
%,
Borate.
DFStandard&Better.
1B2f299
11/13/08
3x4sillplate. 1.75"
1.8"
Monotonic
0.75"/min.
12.5%,Boarate.
DFStandard&Better.
2B1f304
11/14/08
3x4sillplate. 1.75"
2.0"
Cyclic(0.2Hz)
SEAOCModified.
10.6%to12.3%,Borate.
DFStandard&Better.
2B2f305
11/14/08
3x4sillplate. 1.75"
1.7"
Cyclic(0.2Hz)
SEAOCModified.
10.7%to11.8%,Borate.
DFStandard&Better.
1D1nf300
11/13/08
3x4sillplate. 1.75"
1.9"
Monotonic
0.75"/min.
10.1%to12.4%,Borate.
DFStandard&Better.
1D2nf301
11/13/08
3x4sillplate. 1.75"
1.8"
Monotonic
0.75"/min.
11.2%,Boarate.
DFStandard&Better.
2D1nf306
11/14/08
3x4sillplate. 1.75"
1.8"
Cyclic(0.2Hz)
SEAOCModified.
10.9%to11.1%,Borate.
DFStandard&Better.
2D
2nf
307
11/14/083x4
sill
plate. 1.75"
1.9"
Cyclic(0.2
Hz)
SEAOCModified.9.0
%
to
9.1
%,
Borate.
DFStandard&Better.
4A1f310
11/14/08
2x6sillplate. 2.75"
2.6"
Monotonic
0.75"/min.
14.0%to17.4%,Borate.
DF#2.
4A2f311
11/14/08
2x6sillplate. 2.75"
2.7"
Monotonic
0.75"/min.
17.6%to18.2%,Borate.
DF#1orBetter.
4C1f314
11/19/08
2x6sillplate. 2.75"
2.6"
Cyclic(0.2Hz)
SEAOCModified.
14.0%to17.4%,Borate.
DF#2.
4C2f315
11/19/08
2x6sillplate. 2.75"
2.4"
Cyclic(0.2Hz)
SEAOCModified.
17%,Borate.
DF#1orBetter.
4B1f312
11/14/08
3x6sillplate. 2.75"
2.7"
Monotonic
0.75"/min.
14%,Borate.
DF#1orBetter.
4B2f313
11/14/08
3x6sillplate. 2.75"
2.9"
Monotonic
0.75"/min.
9.2%,ACQ.
DF,GradeN/A.
4D
1f316
11/19/083x6
sill
plate. 2.75"
2.6"
Cyclic(0.2
Hz)
SEAOCModified.10.1
%,
Borate.
DF#1orBetter.
4D2f317
11/19/08
3x6sillplate. 2.75"
2.7"
Cyclic(0.2Hz)
SEAOCModified.
11.6%,ACQ.
DF,GradeN/A.
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Table2SummaryofAuxiliaryTests.
TestID's
TestDate
PlateTest.UON
5/8"A/B(0.559")
3"x3"x0.229" washer
EdgeDistance:
Nominal,
Actual.
LoadingProtoc ol Moi stureContent,PT
Lumberspecies&grade.
Spare1f308
11/14/08
3x4sillplate.
Loosenut
O/Shole
=0.75"
f
1.75"
1.9"
Cyclic (0.2Hz)
SEAOCModified.
10.1%to11.8%,Borate.
DFStandard&Better.
Spare2f309
11/14/08
3x4sillplate. 1.75"
1.7"
Cyclic (0.2Hz).
SPD(Dcontrol).
In uterror.
8.8% ,Borate.
DFStandard&Better.
SpareSPD1f302
11/13/08
(N)2x4sillplate.
Usedsameanchor
tested in2C2nf.
1.75"
1.9"
Sameas2C2nf
Cyclic (0.2Hz)
SPD(Dcontrol).
9.5%,Boarate.
DFStandard&Better.
SpareSPD2f303
11/13/08
2x4sillplate. 1.75"
1.8"
Cyclic (0.2Hz)
SPD(Dcontrol).
8.8% ,Borate.
DFStandard&Better.
TestSetUpandInstrumentation:
AlltestswereconductedattheTyrellGilbResearchLaboratoryinStockton,California.Thelaboratoryis
owned and operated by the Simpson StrongTie Company (SSTC) who generously agreed to donatematerialandtestingservicestothisproject.ThemajorityofthetestingoccurredbetweenNovember12
14,2008(fourtestswerecompletedonNovember19,2008).Image2isannotatedtoshowthetypical
setupforthesingleanchortests.
1. Singleanchortested(5/8) in7longsillplate2. Directionofload(monotonicorpseudocyclic)
3. 25003000psiconcrete
4. Displacementgauge
(string
pot)
5. Loadinggripfromhydraulicramtowoodsill
6. Previouslytestedanchor
1
6
3
5
4
SCL_80XX_111208_WAF_172
Image2TypicalsetupforanchortestsatTyrellGilbResearchLaboratoryinStockton,CA.
Monotonictestswererunasdisplacementcontrolledatarateof0.75/minute.Cyclictestswererunas
displacementcontrolledatafrequencyof0.2Hz(1cycleevery5seconds). Eachanchorboltwastested
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asasingleelementconnectinga7footlongsillplatetothelargerconcretefoundationelement.Four
loadinggripstransferredtheparallelforcefromthe loadingbeamtothesillplate(seeImage2).The
gripswereattachedtothesillplatewithagroupof11/2longSDSSerieswoodscrews.Atotalof64
screws,distributedamongstmultiple loadtransferassemblies(see Image2)wereusedtotransferthe
appliedloadintoeachtestspecimen.Noverticalloadwasintroducedintothetestspecimen.
Displacementwasmeasuredhorizontallyattwolocations;(1)attheloadingramand(2)atthesillplate
adjacent to the anchor bolt. All loads and displacements were collected via a stateoftheart digital
dataacquisitionsystem.Datawascollectedatarateof8readingspersecondformonotonictestsand
32timespersecondforcyclictests.
Specimen details were documented before and after each test. Realtime video was collected during
eachtestfromtwocameraangles:(1)sideelevationtoobservethefaceofconcreteatthenearedge,
and (2) from above to observe sill plate and anchor bolt behavior. The clear cover of each anchor
locationwasdeterminedthroughtheuseofaProfometerrebarlocator(pachometer),manufacturedby
ProceqInstruments. Duringeachtest,impactechotestingwasusedtosoundforinternalflaws.From
earlierexperiments, itwasdeterminedthatconcretedelaminationcanformbeforeanythingisvisually
apparentfromtheexteriorfaceoftheconcrete.
TestPlanDevelopment:
Priortestingofwoodsillplatesboltedtoconcrete(Reference1)usinganddiameteranchorbolts
with13/4edgedistance,locatedapproximately8fromtheendsoftheconcretespecimenexhibited
yieldingoftheboltaspredictedbytheNDSyieldlimitequationsassociatedwithModeIIIsandModeIV
behavior. Observations from the monotonic tests included yielding of the bolt at the surface of the
concrete followed by rotation of the bolt such that the washer below the nut was pressed into the
wood sill plate. Concrete degradation was observed in the vicinity of the bolt after yielding. The
reported testing however, did not evaluate a wood sill plate bolted to concrete subjected to cyclic
loading.
Comparative data on the capacities of and diameter bolted connections (woodtowood) using
variousloadingprotocols(pseudocyclic,monotonic,andsequentialphaseddisplacement,Reference3)
indicatedfastenerfatiguewasnotalikelyfailuremodeandthatultimatestrengthwasnotsignificantly
influencedbyvariousloadingprotocols.
Preliminary experiments conducted during summer 2008 (performed at Scientific Construction
Laboratories (SCL), Inc.) provided basic information on connection behavior and testing variables.
Specimen configuration (e.g. single 5/8 diameter anchors with 13/4 edge distance) was identical to
thatspecifiedfortheStocktontests.Observationsfromthepreliminarytestsindicatedthefollowing:
NDSYieldModeIIIsandIVwerethegoverningyieldmodeforwoodsillplateanchorsloadedparalleltotheconcreteedgefor2xand3xnominalthicknesswoodmembers,respectively
Concrete side breakout occurs, but usually at relatively large loads and displacements whencomparedtocalculateddesigncapacities
Initial nut tightness has an effect on connection performance as significant friction developsbetweentheconcreteandthewoodduringlateraltranslationwithaboltedconnection
Earlystagesofconcretesidebreakoutarenotvisuallydetectableduringthetest
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Fromthepreliminaryexperiments,frictionbetweenthewoodsillplateandconcretewasconsideredto
be significant. The amount of shear resisted by friction was not known and the amount of friction
present in the test may not be present in real applications. The membrane tests (e.g. nf in Table1)
were therefore recommended to simulate pure shear through the minimization of the effect of
friction on connection behavior, and conservatively force the majority of lateral load into the anchor
bolt.
Peakloadsfrommonotonictestswereusedtoestablishthereferenceforceterm,Q0,whichestablishes
abasevalueforthe loadsteps inthe pseudocyclictesting.Monotonictestswere runat asufficiently
slowratesuchthatanyinternalflawsformingwithintheconcretecouldbedetectedusingimpactecho
testing. The loading rate for the monotonic tests was deemed appropriate for establishing the
reference force term (Q0) and to allow for careful monitoring of the test specimen and mechanism
formation.
The loading protocol adopted for the Stockton tests, identified as the SEAOC Modified Load Protocol
(Table1),wasdevelopedbytheSEAOCSeismologyCommitteeandtheSEAOCLightFrameConstruction
Subcommittee.The loadingprotocolwas initiallydesignedtobe forcecontrolled,however initial tests
usingtheforcecontrolledprotocolcausedanendlessfeedback loop inthedigitalcontrolunit,causingthehydraulicequipmentto loadthespecimen inanuncontrolledfashion. Becausethe loadcouldnot
be controlled, the testing lab (with the assistance and input of some of the authors) developed a
substitute displacementcontrolled loading protocol that mimicked the forcecontrolled protocol in
termsofappliedforcesand imposeddisplacements. Displacementsassociatedwithsmaller loadsteps
(e.g.500lbf,1000lbf,1500lbf,2250lbf,3000lbfand5000lbf)wereusedtoestablishtheinitialcycles
oftheSEAOCModifiedLoadProtocol(Table1).
TheSEAOCModifiedLoadProtocolisbasedontheCUREEloadingprotocol(SeeReference2)withcycles
addedatlowerforcelevels.AdditionalloadingprotocolsdescribedinFEMA461(SeeReference7)were
also considered as part of the loading protocol development effort. Table 3 shows the CUREE cyclic
protocol load steps (varying between 0.5Q0 and 1.0Q0). Image
3 shows an example plot of the SEAOCModifiedLoadingProtocolasadisplacementbasedinputforthetestapparatus.
The testingprogram designed4auxiliaryteststoprovideredundancy incase anyspecimens harbored
abnormalities that create premature damage or cause errors in data acquisition. Three of the four
auxiliary tests were run using Sequential Phase Displacement (SPD) load protocol (see Table 2). The
fourth auxiliary test was run with the SEAOC Modified Load Protocol with a loose anchor nut and an
oversizedholeinthewoodsillplate.Thedatafromthefourauxiliarytestshavenotbeenincorporated
intheanalysisand/orfindingsexpressedinthisreport.
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Table3 Inputsfordisplacementcontrolledcyclictests.See Image3belowforagraphicalexample
plot.Monotonic
Tests
2x4f 2x4nf 3x4f 3x4nf 2x6f 3x6f Comment
Monotonic1 1A1f( 28 9) 1C1f(291) 1B1f(2 98 ) 1D1f(3 00 ) 4A1f( 31 0) 4B1f(312)
Monotonic2 1A2f( 29 0) 1C2f(292) 1B2f(2 99 ) 1D2f(3 01 ) 4A2f( 31 1) 4B2f(313)
PseudoCyclic
1 2
A
1f(293) 2
C
1
f(2 95) 2
B
1
f(3 04 ) 2
D
1
f(3 06 ) 4
C
1
f( 31 4) 4
D
1
f(316)
PseudoCyclic2 2A2f(294) 2C2f(29 6) 2B2f(3 05 ) 2D2f(3 07 ) 4C2f(3 15 ) 4D2f(317)
Qo= 14000# 8000# 14000# 10000# 14000# 16000# Qodeterminedfrom2monotonictests.
#ofcycles 2x4f 2x4nf 3x4f 3x4nf 2x6f 3x6f Comment
at+/ ( In ch es) ( In ch es ) (Inches) (Inches) (Inches) (Inches)
3 0.001 0.045 0.001 0.028 0.044 0.001 Average at500#from2monotonictests
3 0.034 0.068 0.001 0.055 0.069 0.002 Average at1000#from2monotonictests
3 0.057 0.078 0.014 0.078 0.086 0.036 Average at1500#from2monotonictests
3 0.065 0.093 0.080 0.096 0.107 0.053 Average at2250#from2monotonictests
3 0.076 0.108 0.104 0.117 0.131 0.065 Average at3000#from2monotonictests
3 0.231 0.110 Extracycles.
Average at5000#from2monotonictests
5 0.206 0.139 0.311 0.219 0.367 0.326 0.5Qo5 0.442 0.231 0.793 0.551 0.662 0.806 0.7Qo
1 0.614 0.319 1.016 0.941 0.815 0.913 0.8Qo
2 0.294 0.174 0.518 0.322 0.485 0.571 0.6Qo
1 0.834 0.456 1.139 1.732 0.991 1.184 0.9Qo
2 0.395 0.212 0.724 0.301 0.626 0.756 0.675Qo
1 1.500 0.704 1.368 2.053 1.204 1.437 1Qo
2 0.532 0.251 0.886 0.761 0.739 0.913 0.75Qo
Tests289292runasforcecontrol(250#/s).
Allothermonotonicsrunasdisplacementcontrol
Test293
run
as
force
control
(50#/s).
Thesecyclictestsrunasdisplacementcontrol
Image3Graphicalexampleplotofinputsfordisplacementcontrolledcyclictests
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ExperimentalPerformanceofTestSpecimens:
The primary test results are plotted on Charts 16. Each chart contains four plots; two identical
monotonic tests and two identical cyclic tests. The load and displacement axis values are maintained
constant between each chart, resulting in minor data clipping in some charts. In addition to the data
plottedinCharts16,AppendixTableAcontainsdetailedobservationsofeachtestconducted.
Chart1depictsCyclicTests(293,294)vs.MonotonicTests(289,290). Thesetestspecimenswere2x4
sillplateswith13/4specifiededgedistance,loadedparalleltotheconcreteedge.Frictionwasallowed
todevelopbelowthesillplate.
Chart2depictsCyclicTests(295,296)vs.MonotonicTests(291,292).Thesetestspecimenswere2x4sill
plateswith13/4specifiededgedistance,loadedparalleltotheconcreteedge.Anisolationmembrane
wasusedbetweenthewoodsillplateandconcretetominimizefriction.
Chart3depictsCyclicTests(304,305)vs.MonotonicTests(298,299).Thesetestspecimenswere3x4sill
plateswith13/4specifiededgedistance,loadedparalleltotheconcreteedge.Frictionwasallowedto
developbelowthesillplate.
Chart4depictsCyclicTests(306,307)vs.MonotonicTests(300,301).Thesetestspecimenswere3x4sill
plateswith13/4specifiededgedistance,loadedparalleltotheconcreteedge.Anisolationmembrane
wasusedbetweenthewoodsillplateandconcretetominimizefriction.
Chart5depictsCyclicTests(314,315)vs.MonotonicTests(310,311).Thesetestspecimenswere2x6sill
plateswith23/4specifiededgedistance,loadedparalleltotheconcreteedge.Frictionwasallowedto
developbelowthesillplate.
Chart6depictsCyclicTests(316,317)vs.MonotonicTests(312,313).Thesetestspecimenswere3x6sill
plateswith23/4specifiededgedistance,loadedparalleltotheconcreteedge.Frictionwasallowedtodevelopbelowthesillplate.
Image4andImage5showexamplesofpretestandposttestdocumentation.
Plotsforthefourauxiliarytestsarenotincludedintheanalysisorconclusionsofthereport,norarethey
included inthefollowingcharts. Chart8 isasingularexceptionprovidedtoprovidetheresultsoftwo
testswithdifferentpseudocyclictestloadingprotocolsforcomparison.
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Chart1CyclicTests(293,294)vsMonotonicTests(289,290)
Chart2 CyclicTests(295,296)vsMonotonicTests(291,292)
NonSEAOCNonSEAOC
NonSEAOC
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Chart3 CyclicTests(304,305)vsMonotonicTests(298,299)
Chart4 CyclicTests(306,307)vsMonotonicTests(300,301)
NonSEAOC
NonSEAOC
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Chart5 CyclicTests(314,315)vsMonotonicTests(310,311)
Chart6 CyclicTests(316,317)vsMonotonicTests(312,313)
NonSEAOC
NonSEAOC
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Image4Pretestdocumentation(typical).
Image5Posttestdocumentation(typical).Impactechotestingshowninlowerrightofimage.
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ExperimentalPerformanceofTestSpecimens:(continued)
Thefollowingplotsandimageshighlightspecificobservationsregardingtheeffectofthemembraneon
monotonic test results and typical concrete failure for the test case with 13/4 edge distance. See
AppendixTableAforadditionaldetailedobservationsofeachtestconducted.
Effectoffriction Chart7Thischartprovidescomparativeresultsofmonotonictestsconductedwith
and without the membrane. The membrane was provided to create a significantly smooth interface
between the wood sill plate and the surface of the concrete (friction is significantly reduced from the
typical constructed condition). As shown in Chart 7, the friction effect is negligible at small
displacementsandsmallforces(intherangeofallowabledesigncapacities). However,thepresenceof
the membrane has an obvious effect at relatively large loads and displacements. The effect of the
membrane on response in cyclic tests appears to be significantly less than the effect observed in
monotonictests.
Preliminary
2monotonictests:
Membranepresent to
preventfriction.
2monotonictests:
Nomembranepresent
toallowfriction.
RangeofASD
designcapacities.
Chart7Comparativeplotofmonotonictestswith(291,292)&without(289,290)membrane.
2monotonictests:Nomembrane
2monotonictests:
Membranepresentto
minimizefriction.
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Concrete side breakout (if it occurred) was detected during the tests using impactecho non
destructive test methods (see Reference 8). The approximate load and displacement associated with
concretestrengthdegradation(as detected for each specimen) is tabulated in the Appendix,TableA.
Concrete delamination was not detected at force levels below 6000 pounds. The first stage of
delamination is typified by a series of cracks that form within the concrete propagating from the
centerlineoftheanchorbolt,anglingtowardstheouter/freefaceoftheconcrete(Images6).Thecracks
ultimatelyreachtheouterface,creatingashallowspall.Earlystagesofconcretedelaminationarenot
always visually apparent. Strong correlation between the peak envelope values with the onset of
concrete side breakout was observed. In all tests, bolts yielded and started to deform the concrete,
whilethetipoftheanchorremainedfirmlyencasedinconcrete.
SCL_80XX_060408_WAF_119 SCL_80XX_111208_TAV_069
SCL_80XX_111208_TAV_027 SCL_80XX_111208_AAG _050 (c rop ped ) Image6Examplesimagesdepictingdevelopmentofconcretesidebreakout.Note:imagesshownarenotfrom
thesametest.
Cyclic test 296 was stopped at approximately 0.60 displacement; the sill plate was unbolted and
documented. The specimen conditions documented after the completion of test 296 are shown in
Image 7. The concrete remained undamaged (confirmed visually and via impactecho nondestructive
testing).Thesameanchorwasthenretested(Test302).Anewpieceofsillplatewasbolteddownand
subjected to the SPD pseudocyclic loading protocol. The resulting loaddisplacement plots for both
Tests296and302areshown(Chart8).
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Image7Compositeimageryofstoppedtest(Test296).Seetextfordescription.
Chart8CompositeplotofTests296and302.
NonSEAOC
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AnalyticalStudies:
DefinitionofPeakandUltimateValues
Allcyclictest datawasanalyzed inaccordancewithASTME 212608StandardTestMethodsforCyclic(Reversed)LoadTestforShearResistanceofWallsforBuildings(Reference6). Thepositiveandnegativeenvelop curves for each specimen were combined to produce an average envelope curve used to
establish peak load, displacement at peak load, ultimate load, and displacement at ultimate load as
summarized in Table 4. Graphs of data are provided in Appendix B. Example load displacement
hysteresiscurvesareshown inCharts1through6.Anexampleaverageenvelopecurve isprovidedas
Figure2.
Figure2 Averageenvelopecurvefromcyclictests(Specimen294shown).
ThesawtoothpatterndepictedinFigure2wasobservedfortestsusingtheSEAOCModifiedTesting
Protocol. For purposes of this study, Peak load was assigned to the highest load reached prior to a
drop in load level of at least5%,which isadeparturefromASTM E2126 wherepeak is definedasthe
maximum load. The revised definition of Peak used in this report intends to address first signs of
noticeablestrengthlosscorrespondingtotheonsetofconcretesidebreakout. Ultimateload,asused
inthisstudy,isthelastdatapointwithavaluegreaterthan0.8*Peak.TheUltimateload,aspresented
inthisreport, isthe loadatmaximumdisplacementpriortostoppingthetest.However, ifthe loadat
maximum displacement is smaller than 0.8*Peak load then 0.8*Peak load, and the corresponding
displacement,isreportedasUltimate.
Averageenvelopecurvesfor13/4edgedistancetestsaredepictedinChart9.
Averageenvelopecurvesfor23/4edgedistancetestsaredepictedinChart10.
Failure
Peak
0
2000
4000
6000
8000
10000
12000
0.0 0.5 1.0 1.5 2.0
Deflection (in.)
Load(
lbs.)
Ultimate
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Table4TestValues
ca1 Peak Ultimate
TestID Sillplate,Load In.
Load,
lbf
Displacement,
in.
Load,
lbf
Displacement,
in.
1A1f289 2x4,Mono. 1.9 12755 0.84 13519 1.62
1A2f290 2x4,Mono. 1.8 14367 1.24 14373 2.692A1f293 2x4,Cyclic 1.9
2A2f294 2x4,Cyclic 1.7 7331 0.36 9751 1.39
1C1nf291 2x4,Mono. 1.9 8328 0.96 8465 1.59
1C2nf292 2x4,Mono. 1.9 7841 0.69 7909 1.30
2C1nf295 2x4,Cyclic 1.8 6126 0.34 6022 0.58
2C2nf296 2x4,Cyclic 1.9 6672 0.61 6672 0.61
1B1f298 3x4,Mono. 1.9 15278 1.59 15380 1.92
1B2f299 3x4,Mono. 1.8 12950 1.14 11751 1.28
2B1f304 3x4,Cyclic 2.0 8083 0.71 9064 1.26
2B2f305 3x4,Cyclic 1.7 7556 0.71 7418 1.28
1D1nf300 3x4,Mono. 1.9 8416 1.20 9666 2.951D2nf301 3x4,Mono. 1.8 8008 0.94 12468 2.88
2D1nf306 3x4,Cyclic 1.8 7518 0.65 6729 1.25
2D2nf307 3x4,Cyclic 1.9 7128 0.45 7693 2.00
4A1f310 2x6,Mono. 2.6 16342 1.55 13073 2.53
4A2f311 2x6,Mono. 2.7 13967 1.34 11173 2.23
4C1f314 2x6,Cyclic 2.6 7657 0.57 6126 0.68
4C1f315 2x6,Cyclic 2.4 8696 0.56 6957 0.68
4B1f312 3x6,Mono. 2.7 18791 2.36 18708 2.86
4B2f313 3x6,Mono. 2.9 15746 1.53 15746 1.53
4D1f316 3x6,Cyclic 2.6 8835 0.69 7764 1.07
4D2f317 3x6,Cyclic 2.7 9926 0.69 8529 1.08
Average2x4and3x4,Cyclic,n=7: 1.8 7202 0.5 7621 1.2
Average2x6and3x6,Cyclic,n=4: 2.6 8779 0.6 7344 0.9
Average2x4and3x4,Mono,n=8: 1.9 10993 1.1 11691 2.0
Average2x6and3x6,Mono,n=4: 2.7 16211 1.7 14675 2.3
In Figure2, the drop in strength and stiffness immediately following Peak load coincides with initial
detectionofconcretedegradation. Thisdegradationisassumedtoreduceconcretebearingsupportfor
the anchor bolt, leading to both increased anchor bending stresses and loss of stiffness within the
assembly. Asdisplacementincreases,theanchortranslationresultsinatensionforce(whichoccursin
addition to bending and shear applied directly to the bolt through the sill plate). Tension forces are
resisted by the embedded portion of the anchor and wood bearing under the plate washer. This
behavior results in the assembly producing a clamping force between the wood member and the
concrete foundation. Increased load resistance, beyond that associated with Peak load, was
commonlyobservedatincreasingdisplacementandcanbeattributedtothetensileresistanceprovided
bytheanchor.TheseincreasedloadsanddeflectionsareassociatedwithUltimateloaddatainTable4
(seeAppendixB).
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Thefollowingobservationsaretabulatedabove(Table4):
Peakloadsanddisplacementsrecordedfrompseudocyclictestsweregenerallylower thanthoserecordedfrommonotonictests
Peakloadsfrompseudocyclictestswerenotsubstantiallyaffectedbythepresenceofthemembrane(reductioninfrictionbetweenthesillplateandconcretefoundation)
NDSallowabledesignvalue
TheNDSallowabledesignvalue,Z,forthetestedconnectionsareprovidedinTable5. Thesecalculated
valuesarebasedonthefollowingassumptionsappliedtotheNDSyieldlimitequations(alsoreferredto
theastheEYMequations seeReferences4and5): D=0.559;Fyb=45000psi;Fes=5600psiforG=0.5
Douglas Fir; and Fem= 7890 psi (taken as 3x average fc = 2630 psi). Yield Mode IIIs (see Image8) was
found to be the controlling yield mode for 2x nominal wood sill plates and anchor embedment in
concreteofatleast8diametersinaccordancewiththefollowing:
d
es
em
ems
RF
F
FDk
Z
2
3
Eq.1
YieldmodeIV(seeImage8)wasfoundtobethecontrollingyieldmodefor3xnominalwoodsillplates
andanchorembedmentinconcreteofatleast8diametersinaccordancewiththefollowing:
es
em
ybem
d
F
F
FF
R
DZ
13
22
Eq.2
where,
2
2
3
3
2212
1
sem
es
emyb
es
em
es
em
F
DF
FF
F
F
F
F
k
Eq.3
Rd =3.2 (3.2isthereductiontermforYieldModeIIIsandIV)
ls = 1.5 inch for 2x nominal and 2.5 inch for 3x nominal (side member dowel bearing length,
inches)
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ModeI(woodbearingdeformationinsidemember)
ModeIIIs(woodbearingdeformationinsidememberanddowel
bendinginconcrete)
ModeIV(woodbearingdeformationinsidememberanddowel
bendinginwoodmemberandconcrete)
Image8NDSYieldModesI,IIIs,andIVforananchorbolt.
Woodtoconcreteanchorboltdesignvalues(Table5)havebeenadjustedforshorttermseismicloading
by multiplying the design value by the 1.6 load duration factor. The ratio of average Peak cyclic
strengthstoNDSallowabledesignvaluesrangesfrom4.6to5.9fortestswithdesignededgedistanceof
13/4.
TheNDSyieldvalue(5%offsetyield)forthetestedconnectionareprovidedinTable5.Thesevaluesare
calculatedfromEq.1withRd=1.0andarecomparabletoanchorcapacitiesexpressedintabulatedtest
results. TheratioofaveragePeakcyclicstrengths toNDSyieldvaluesrangesfrom2.3to2.9fortests
with designed edge distance of 13/4. NDS yield limit equations do not describe ultimate connection
failure. Rather, they estimate the load associated with the onset of inelastic connection behavior (i.e.
"yieldpoint"associatedwithplastichingeformation inthefasteneranddeformationofwoodfibersinbearingagainstthefastener).
Publishedconnectioncapacities(Z)aredeterminedthroughthecalculationofaconnectionyieldpoint,
including the application of reduction factors. The theoretical yield point for the connection between
thewoodsillandtheconcretefoundation,throughtheanchorbolt, isdeterminedbysetting Rd=1.0.
Connections exhibiting fastener yielding modes (e.g. Mode IIIs and Mode IV) often exhibit greater
ultimatestrengththanestimatedbytheyieldlimitequations.
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Table5 Anchorboltconnectiondesignvalues,NDS
ca1 NDS Peaka/ Peaka/ Maxb/
TestID Sillpate,
Load
In. Allowable,
lbf
Yield,lbf NDSAllowable NDSYield NDSYield
1A1f289 2x4,Mono. 1.9 1247 2493 10.8 5.4 5.4
1A
2
f290
2x4,
Mono.
1.8
1247 2493 11.5 5.85.82A1f293 2x4,Cyclic 1.9 1247 2493
2A2f294 2x4,Cyclic 1.7 1247 2493 5.9 2.9 3.9
1C1nf291 2x4,Mono. 1.9 1247 2493 6.7 3.3 3.4
1C2nf292 2x4,Mono. 1.9 1247 2493 6.3 3.1 3.2
2C1nf295 2x4,Cyclic 1.8 1247 2493 4.9 2.5 2.5
2C2nf296 2x4,Cyclic 1.9 1247 2493 5.4 2.7 2.7
1B1f298 3x4,Mono. 1.9 1549 3097 9.9 4.9 5.0
1B2f299 3x4,Mono. 1.8 1549 3097 8.4 4.2 4.2
2B1f304 3x4,Cyclic 2.0 1549 3097 5.2 2.6 2.9
2B2f305 3x4,Cyclic 1.7 1549 3097 4.9 2.4 2.4
1D1nf300 3x4,Mono. 1.9 1549 3097 5.4 2.7 3.11D2nf301 3x4,Mono. 1.8 1549 3097 5.2 2.6 4.0
2D1nf306 3x4,Cyclic 1.8 1549 3097 4.9 2.4 2.4
2D2nf307 3x4,Cyclic 1.9 1549 3097 4.6 2.3 2.5
4A1f310 2x6,Mono. 2.6 1247 2493 13.1 6.6 6.6
4A2f311 2x6,Mono. 2.7 1247 2493 11.2 5.6 5.6
4C1f314 2x6,Cyclic 2.6 1247 2493 6.1 3.1 3.1
4C2f315 2x6,Cyclic 2.4 1247 2493 7.0 3.5 3.5
4B1f312 3x6,Mono. 2.7 1549 3097 12.1 6.1 6.1
4B2f313 3x6,Mono. 2.9 1549 3097 10.2 5.1 5.1
4D1f316 3x6,Cyclic 2.6 1549 3097 5.7 2.9 2.9
4D2f317 3x6,Cyclic 2.7 1549 3097 6.4 3.2 3.2
Average2x4and3x4,Cyclic,n=7: 5.1 2.6 2.8
Average2x6and3x6,Cyclic,n=4: 6.3 3.2 3.2aPeakisthePeakloadrecordedfromtests,SeeTable4.bMaxrepresentsthemaximumofthetestedPeakloadandtestedUltimateload.
ACI31808nominalconcretebreakoutstrength,Vcb||
The following equations are pertinent to the determination of nominal concrete breakout strength
(attributabletoresistanceinpureshear)ofasingleanchorwiththeappliedshearforceactingparallelto
theedge(Vcb||). Vcb||istakenastwicethatofVcbforshearforceactingperpendiculartotheedgewith
ed,V=1.0. Equation4andEquation5areexcerptedfromACI31808,AppendixD:
Vcb||=2(AVc/AVc0) ed,V c,V h,VVb Eq.4Vb=7(le/da)
0.2(da)
0.5(f'c)0.5(ca1)
1.5 Eq.5
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Where,
(AVc/AVc0)=1.0(projectedconcretefailureareanotinfluencedbyproximitytocorner,fastenerspacing,
ormemberthickness)
ed,V =1.0(valuesetequalto1.0perACI318AppendixDforshearparalleltoedge)
c,V =1.4(uncrackedcondition)
h,V =1.0(thicknessofmemberintestsgreaterthan1.5ca1)
Vb =basicconcretebreakoutstrengthinshearofasingleanchorincrackedconcrete,lbf
le =4.5in.(loadbearinglengthofanchorforshearnottoexceed8da,in.)
da =0.559in.(outsidediameterofanchor,in.) =1.0(standardweightconcrete)
f'c =2630psi(averagecompressivestrengthofconcrete,seepage3)
ca1 =seeTable6foractualdistancefromthecenterofananchortotheedgeofconcrete,in.
ValuesofVcb||fortestspecimensaresummarizedinTable6.Designstrengthsareprovidedforanchors
consideredductileandforanchorsconsiderednonductileasfollows:
Nonductile: 0.75()Vcb||x0.5x0.7 Eq.6
Ductile:0.75()Vcb||x0.7 Eq.7
Where,
0.75 isaconstantusedtoaccountforseismicloadingeffectsonstrength
=0.7(strengthreductionfactorforshearloadsgovernedbyconcretebreakout,conditionB)0.5isaconstantusedtoaccountfornonductilefailureperACI31808 (Note:thisconstantistakenas
0.4inACI31805).
0.7isaconstantusedtoadjustfromLRFD(strengthdesign)toASD(allowablestressdesign).
Nominal breakout design strength Vcb||, determined in accordance with ACI 31808 Appendix D
equations,approximatesthe5%fractile ofconcretebreakoutstrength. Tofacilitate comparisonwith
meantestvaluesdevelopedinthisstudy,valuesofVcb||areadjusted(increased)to therepresentative
meanusinganominaltomeanratioof0.75(seeReference9). Thismeanbreakoutdesignstrength,
associated withVcb||, is denoted asVcb||Avg in Table6. The ratio of the peak cyclic strength toVcb||Avg
ranges from 1.7 to 3.9 for the designed 13/4 edge distance indicating conservatism in the ACI 318
breakoutdesignstrengthpredictions.
ValuesofVcb//andVcb||Avgfor13/4edgedistancetestsareprovidedinTable6anddepictedinChart9.
ValuesofVcb//andVcb||Avg for23/4edgedistancetestsareprovided inTable6anddepictednChart
10. It should be noted that an assumed nominal to mean ratio equal to 0.75 is associated with a
Coefficient of Variation (COV) equal to 0.15. Making an assumption that concrete breakout design
strengthCOVdiffersfrom0.15,differentestimatesofthemeanbreakoutstrengthassociatedwithVcb||willbecalculated. Forexample,ifCOVisassumedas0.30,anominaltomeanratioof0.5isappliedwithall corresponding reductions in the level of conservatism for the ACI 318 breakout design strength
predictionsrelativetotestedpeakstrengths.
The term Max used in Table 6 represents the maximum ratio of the tested Peak load and tested
Ultimateloadtoaccountforcaseswherethetestspecimenexhibitedandincreaseinstrengthbeyond
initialonsetofconcretedamage.
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Table6 Concretebreakoutvalues(ASD),ComparisonoftestresultswithACI31808calculatedvalues
ca1 ACI318Allowable ACI318Breakoutc Peaka/ Peaka/ Maxb/
TestID Sillpate,Load In. Nonductile Ductile Vcb// Vcb//Avg Vcb// Vcb//Avg Vcb//Avg
1A1f289 2x4,Mono. 1.9 548 1096 2983 3978 4.5 3.4 3.41A2f290 2x4,Mono. 1.8 505 1011 2751 3668 5.2 3.9 3.9
2A1f293 2x4,Cyclic 1.9 548 1096 2983 3978 2A2f294 2x4,Cyclic 1.7 464 928 2525 3367 2.9 2.2 2.9
1C1nf291 2x4,Mono. 1.9 548 1096 2983 3978 2.8 2.1 2.1
1C2nf292 2x4,Mono. 1.9 505 1011 2751 3668 2.9 2.1 2.2
2C1nf295 2x4,Cyclic 1.8 505 1011 2751 3668 2.2 1.7 1.7
2C2nf296 2x4,Cyclic 1.9 548 1096 2983 3978 2.2 1.7 1.7
1B1f298 3x4,Mono. 1.9 548 1096 2983 3978 5.1 3.8 3.9
1B2f299 3x4,Mono. 1.8 505 1011 2751 3668 4.7 3.5 3.5
2B1f304 3x4,Cyclic 2.0 592 1184 3222 4296 2.5 1.9 2.1
2B2f305 3x4,Cyclic 1.7 464 928 2525 3367 3.0 2.2 2.2
1D1nf300 3x4,Mono. 1.9 548 1096 2983 3978 2.8 2.1 2.4
1D2nf301 3x4,Mono. 1.8 464 928 2525 3367 3.2 2.4 3.72D1nf306 3x4,Cyclic 1.8 505 1011 2751 3668 2.7 2.0 2.0
2D2nf307 3x4,Cyclic 1.9 548 1096 2983 3978 2.4 1.8 1.9
4A1f310 2x6,Mono. 2.6 877 1755 4775 6368 3.4 2.6 2.6
4A2f311 2x6,Mono. 2.7 929 1857 5054 6739 2.8 2.1 2.1
4C1f314 2x6,Cyclic 2.6 877 1755 4775 6368 1.6 1.2 1.2
4C2f315 2x6,Cyclic 2.4 778 1556 4235 5647 2.1 1.5 1.5
4B1f312 3x6,Mono. 2.7 929 1857 5054 6739 3.7 2.8 2.8
4B2f313 3x6,Mono. 2.9 1034 2067 5625 7501 2.8 2.1 2.1
4D1f316 3x6,Cyclic 2.6 877 1755 4775 6368 1.9 1.4 1.4
4D2f317 3x6,Cyclic 2.7 929 1857 5054 6739 2.0 1.5 1.5
Average2x4and3x4,Cyclic,n=7: 2.6 1.9 2.1 Average2x6and3x6,Cyclic,n=4: 1.9 1.4 1.4
aPeakisthepeakloadfromtests,SeeTable4.bMaxrepresentsthemaximumofthetestedPeakloadandtestedUltimateload.
cVcb//andVcb||Avgaretheconcretebreakoutstrengthforshearparalleltotheedgecorrespondingtothe
5%fractileestimateandmeanvalueestimate.
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Average Envelope Curve from Cyclic Tests
(2x4 and 3x4 sill plate, 1-3/4" edge distance)
0
1000
2000
3000
4000
5000
6000
7000
8000
9000
10000
0.0 0.5 1.0 1.5
Deflection (in.)
Load(
lbf)
294 (2x)
295nf (2x)
296nf (2x)
304 (3x)
305 (3x)
306nf (3x)
307nf (3x)
ACI 318 Vcb|| (uncracked)
Vcb||_Avg (uncracked)
ACI 318, Vcb|| (uncracked)
Mean concrete break-out strength, Vcb||_Avg (uncracked)
Chart9Averageenvelopecurvesfor2x4&3x4cyclictests
Average Envelope Curve from Cyclic Tests
(2x6 and 3x6 sill plate, 2-3/4" edge distance)
0
1000
2000
3000
4000
5000
6000
7000
8000
9000
10000
0.0 0.5 1.0 1.5
Deflection (in.)
Load
(lbf)
314 (2x)
315 (2x)
316 (3x)
317 (3x)
ACI 318 Vcb || (uncracked)
Vcb||_Avg (uncracked)
ACI 318, Vcb|| (uncracked)
Mean concrete break-out strength,
Vcb||_Avg (uncracked)
Chart10Averageenvelopecurvesfor2x6and3x6cyclictests.
AllowableDesignCapacity Range
AllowableDesignCapacity Range
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Comparisonofcalculatedboltcapacities:
Design capacities calculated using methods promulgated by various versions of historic design codes
(Table 7) are based on nominal dimensions and properties (e.g. D=0.625, fc=2500 psi, 13/4 edge
distance,uncrackedconcrete).Theloaddurationfactor(CD)istheonlyadjustmentfactorincludedin
thecalculatedvalues. DesigncapacitiescalculatedusingequationspromulgatedinACI31808,assumed
as non ductile, are approximately 1/3 of most calculated allowable stress design values (per various
historicdesigncodes)usedinthedesignofsillplatetofoundationconnections.
Table7 Comparisonofallowabledesigncapacitiesbasedontypicalnominalinputstoaveragepeak
valuesfromcyclictests.
5/8dia.bolt
Code(s)
AASSDDDDeessiiggnnCCaappaacciittyy((##))
22xx44DFL(seasoned)
(includingCD)
AASSDDDDeessiiggnnCCaappaacciittyy((##))
33xx44DFL(seasoned)
(includingCD)
Comment
1991UBC
(NDS86)
1306#
CD=1.33
1326#
CD=1.33
2510(b),T25F
1994UBC
(NDS91)
1173#
CD=1.33
1,492#
CD=1.33
2336.2.3,T23IIIJ
NDSallowsCD=1.6.
1997UBC
(NDS91)
1408#
CD=1.60
1790#
CD=1.60
2316,T23IIIB1
IBC2003
(NDS01)
1,424#
CD=1.60
1,824#
CD=1.60
NDS01Table11E
IBC2006
(NDS05)
1,488#
CD=1.60
1,888#
CD=1.60
NDS05Table11E
ACI31808App.D,
fc=2500psi.
Nonductile:500#
Ductile:1000#
Nonductile:500#
Ductile:1000#
0.5factorusedfor
nonductilebehavior.
Valuesassumeuncrackedconcrete.
ACI31805App.D,
fc=2500psi.
Nonductile:400#
Ductile:1000#
Nonductile:400#
Ductile:1000#
0.4factorusedfor
nonductilebehavior.
Valuesassume
uncrackedconcrete.
Peakvaluesfrom
averageofCyclictests
AvgfromtestIDs:294,
295NF,296NF:
6710#@0.44
AvgfromtestIDs;304,
305,306NF&307NF:
7572#@0.63
Peakcyclictestvalues
areatleast4times
historicNDSwood
designvalues.
Thecyclictestsshowthatfor2x4and3x4plates,theaveragepeakloadsresistedbytheanchorboltareat least 4 times greater than historic allowable capacities (calculated with the inclusion of CD values
appropriateforloaddurationof10minutesorless).
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Findings&Conclusions:
Thistestprogramwasdesignedtoachievethefollowingprimarygoals:
1. Determinewhetherthewoodcontrolstheconnectioncapacitywhenloadedparalleltotheedge.
Itappearsthatwoodyieldrepresentsthefirstmateriallimitstate.ThePeakvaluesderivedfrom
theaverage valuesextractedfromaveragecyclicenvelope curvescorrelatestronglywithconcrete
degradation(whendetectedinthistestingprogram).
Theconnectionassemblyappearedtoexhibitthefollowingbehaviorphasesdescribedqualitatively
as:
initialtakeupanddisplacement(connectionassemblygetsseated) elasticboltbendingcombinedwithwoodcrushing(dowelbearing) plastic bolt bending combined with wood crushing and some bolt elongation (as the bolt
deflectsandgoesintotension;aclampingforcealsodevelops)
plastic bolt bending combined with wood crushing and shallow concrete delamination(clamping forces continue to develop at as the bolt resists increasing tension forces). See
Image6.
plasticboltbendingcombinedwithwoodcrushingandshallowspallingofconcreteadjacenttoanchorbolt.Again,seeImage6.
sill plate splitting (if developed during testing; occurs during the last 2 phases describedabove).
2. Determinewhethertheconnectionexhibitsductilebehavior.
Theconnectionbehaviorisclearlyductile(Chart9andChart10).Foradditionaldiscussion,referto
theSEAOCSeismologyCommitteesBlueBookarticleonanchorboltandwoodsillplateconnections
(http://www.SEAOC.org/bluebook).
3. Proposedesigncapacitiesfortheconnectionbasedonthistesting.
Thisprogramdevelopeddatathatsupportsthedevelopmentofdesigncapacitiesforshearparallel
to free edge in pounds (ASD). These design capacities are recommended for use in the design of
similarconnectionsintendedtoresistseismicloadinginSeismicDesignCategoriesCthroughF,(SDC
CF).
Thetestdatafor2x4and3x4platesindicatethattheaveragepeakstrengthswere:
morethan6timeshigherthanductiledesignstrengthsobtainedfromACI31805(and 08)AppendixD,and
morethan4timeshigherthantheallowablecapacityobtainedfromIBC2006(NDS05)
The actual development of design capacities is deferred to the full SEAOC Seismology Committee.
Their development and recommendation of appropriate design capacity for these connections is
presentedinaBlueBookarticleonthissubject(availablefromhttp://www.SEAOC.org/bluebook).It
should be noted that load values from these tests should be considered to be 10minute values
(includingCD=1.6).
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Inadditiontoprimarygoals,thetestresultsindicatesupportofthefollowingfindings:
Frictiondevelopedbetweenthe bottomofthe woodsillplate in resistance toshear loading isrealandsubstantial(Chart7).Thisreportdoesnotattempttoquantifythiseffect.Futuretesting
shouldconsiderincorporatingafrictionreducingmembraneintotestingprotocolstomaintaina
certainlevelofconservatismrelatedtothecapacityofsuchanassemblywithareducedlevelof
friction. It is possible that the friction reducing membrane may replicate actual asbuilt
assembliessuchasasillplateinstalledinconjunctionwithasheetmetaltermiteshield.
Concretedegradation(i.e.delaminationsand/ortheformationsofflawswithintheconcrete)isoften detectable during testing if the impactecho nondestructive testing method is correctly
applied. Since visuallyapparent spalls often formed some time after initial flaw detection;
impactechonondestructivetestingisrecommendedforfuturetestingprograms.
Damagefollowingcyclic loadingwasnotreadilyapparentwhenviewedfromabove,evenwiththe nut and plate washer removed. The tested specimens exhibited limited plate splitting and
bolt hole elongation at the upper surface of the sill plate. Wood crushing and subsequent
concrete degradation are only visible when a section of sill plate is removed or when theaffectedfaceofconcreteisexposed/testable.
In conclusion, the tests indicate that 5/8 inch diameter L anchor bolts in 2x4 and 3x4 wood sill plates
attached at the edge of a concrete foundation exhibit ductile behavior and attain peak loads much
higherthandesignstrengthsobtainedusingACI31808(andACI31805),AppendixDandIBC2006.The
testdatasupportsthedesignofthisconnectionusingNDSboltshearcapacityvalues.
Acknowledgements:
TheSimpsonStrongTieCompany(SSTC)generouslydonatedthetestingservicestoloadandinstrument
thesamples.SSTCalsodonatedtheprocurementandconstructionofthespecimenstested. SpecialthankstothefollowingSSTCengineers:StevePryor,RicardoAreveloandTimMurphy
TheAmericanForestandPaperAssociation(AF&PA)providedanalyticalsupportthroughout.
Specialthankstothefollowing:ShaneCochran,BradDouglasandPhilLine
TheStructuralEngineersAssociationofNorthernCalifornia(SEAONC)provideda$10,000grantthrough
their2008SpecialProjectsInitiative.
Special thanks to the 2008 SEAONC Board of Directors: Reinhard Ludke (President), Rafael Sabelli(VicePresident), Kate Stillwell (Treasurer), Bret Lizundia (PastPresident), Greg Deierlein, Mark
Ketchum,KarinKuffel,andJohnOsteraas
TheStructuralEngineersAssociationofCalifornia(SEAOC)providedtechnicaloversightthroughvarious
technicalcommittees,specificallytowardthedevelopmentofthetestingprogramandthedevelopment
ofthetestingprotocolandreportpreparation.
Thanks to the 20082009 Seismology and Structural Standards Committee: Kevin Moore (Chair),MehranPourzanjani(ViceChair),JohnDiebold(pastChair),GeoffBomba,AndyFennell,TomHale,
ChrisKamp,RyanKersting,JamesLai,DougMagee,NicRodrigues,andTomVanDorpe
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Thanks to the 20082009 LightFrame Construction Subcommittee; Gary Mochizuki (Chair), AndyFennell,ChrisKamp,NormScheelandTomVanDorpe
The following individuals also provided valuable technical support: Mark Moore, Robert Kent, Achim
Groess,KellyCobeen,PhilSoma,MaxFennell&NedFennell.
SelectedReferences:
1. CanadianJournalofCivilEngineering,2003 Lateralresistanceofboltedwoodtoconcreteconnectionsloadedparallelorperpendiculartograin.Mohammad,M.;Karacabeyli,E.;and
Quenneville,J.H.P.
2. CUREEPublicationW02Developmentofatestingprotocolforwoodframestructures.https://secure.curee.org/catalog/index.php?main_page=product_info&products_id=4
3. VPIResearchReportNo.TE1994003 Determinationofshorttermdurationofloadperformanceofnailedandboltedconnectionsusingsequentialphaseddisplacementtests.
VirginiaPolytechnicInstituteandStateUniversity,Blacksburg,VA.Dolan,J.D.;GutshallS.T.;andMcLainT.E.1996b.http://swst.metapress.com/content/xl785t72261h52jr/
4. 1991InternationalTimberEngineeringConference,London UnitedStatesadaptationofEuropeanYieldModeltolargediameterdowelfastenersspecifications.Soltis,L.A.;Wilkinson,
T.L.http://www.fpl.fs.fed.us/documnts/pdf1991/solti91a.pdf
5. ASTMStandardD5764 97a,2007 StandardTestMethodforevaluatingdowelbearingstrengthofwoodandwoodbasedproducts.ASTMInternational,WestConshohocken,PA.
http://www.astm.org/Standards/D5764.htm
6. ASTMStandardE2126,2008 StandardTestMethodsforcyclic(reversed)loadtestforshearresistanceofverticalelementsofthelateralforceresistingsystemsforbuildings.ASTMInternational,WestConshohocken,PA.http://www.astm.org/Standards/E2126.htm
7. FEMA461 IntProtocolsfordeterminingseismicperformancecharacteristicsofstructuralandnonstructuralcomponentsthroughlaboratorytesting.May2007.
http://www.atcouncil.org/pdfs/FEMA461.pdf
8. ASTMStandardC1383,2004 StandardTestMethodsformeasuringthePWavespeedandthethicknessofconcreteplatesusingtheimpactechomethod.ASTMInternational,West
Conshohocken,PA.http://www.astm.org/Standards/C1383.htm
9. Fuchs,W.,Eligehausen,R.,andBreen,J.E.,ConcreteCapacityDesign(CCD)ApproachforFasteningtoConcrete,ACIStructuralJournal,V.92,No.1,JanuaryFebruary1995,pp.7394.
10.AmericanForest&PaperAssociation(AF&PA).2005NationalDesignSpecification(NDS)forWoodConstruction.Washington,DC20036.
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11.AmericanConcreteInstitute(ACI),BuildingCodeRequirementsforStructuralConcrete(ACI31805)andCommentary,FarmingtonHills,MI48333.
12.AmericanConcreteInstitute(ACI),BuildingCodeRequirementsforStructuralConcrete(ACI31808)andCommentary,FarmingtonHills,MI48333.
13.InternationalCodeCouncil(ICC),2006.InternationalBuildingCode(IBC),FallsChurch,VA22041.14.CaliforniaBuildingCode(CBC),2007.15.SummaryPresentationofSCLexperimentsaspresentedtotheSEAOCSeismology&Structural
StandsCommittee.September23,2008.SEAOCConvention,Hawaii.
16.TestingSpecificationsandLoadingProtocolsforthePreliminaryPhaseofAnchorBoltTesting.ApprovedbySEAOCSeismology&StructuralStandsCommittee.October15,2008.
Attachments:
AppendixTableASummaryoftestdataandobservations,(2pages).
AppendixBGraphsofpeakandultimatedataastabulatedinreport(Table4),(17pages)
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PeakUltimate
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TestID:2A2f294,2x4Cyclic
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-5000
0
5000
10000
15000
-2.0
-1.5
-1.0
-0.5
0.0
0.5
1.0
1.5
2.0
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-4000
-2000
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-2000
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0.0 0.5 1.0 1.5 2.0
Deflection (in.)
Load (lbs.)
TestID:4D2f317,3x6Cyclic
Hysteresis and Envelope
-15000
-10000
-5000
0
5000
10000
15000
-1.5
-1.0
-0.5
0.0
0.5
1.0
1.5
Deflection (in.)
Load (lbs.)
TestID:4D2f317,3x6Cyclic
Peak
Ultimate