Sill Plate Anchor Bolt Testing 2009

8/2/2019 Sill Plate Anchor Bolt Testing 2009

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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

[email protected]

[email protected]

CERTUSConsulting,Inc.(CCI)

KevinMoore,CE,SE,SECB

405FourteenthStreet,Suite160

Oakland,California94612

(T)510.835.0705(F)510.835.0775

[email protected]

StructuralSolutions,Inc.(SSI)

GaryMochizuki,CE,SE

150N.Wiget,Suite102

WalnutCreek,CA94598

(T)925.938.3303(F)925.938.3522

[email protected]

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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Reportonlaboratorytestingofanchorboltsconnectingwoodsillplatestoconcretewithminimumedgedistances

March29,2009

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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.


DFStandard&Better.

1D1nf300

11/13/08

3x4sillplate. 1.75"

1.9"

Monotonic

0.75"/min.


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.


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.


DF#2.

4A2f311

11/14/08

2x6sillplate. 2.75"

2.7"

Monotonic

0.75"/min.


DF#1orBetter.

4C1f314

11/19/08

2x6sillplate. 2.75"

2.6"

Cyclic(0.2Hz)

SEAOCModified.


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.


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 0.231 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.


plateswith13/4specifiededgedistance,loadedparalleltotheconcreteedge.Frictionwasallowedto

developbelowthesillplate.


plateswith13/4specifiededgedistance,loadedparalleltotheconcreteedge.Anisolationmembrane

wasusedbetweenthewoodsillplateandconcretetominimizefriction.


plateswith23/4specifiededgedistance,loadedparalleltotheconcreteedge.Frictionwasallowedto

developbelowthesillplate.


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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NonSEAOC

NonSEAOC


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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)


ACI 318, Vcb|| (uncracked)

Mean concrete break-out strength,


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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Page30

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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Reportonlaboratorytestingofanchorbolts AppendixB

connectingwoodsillplatestoconcrete Page1of17withminimumedgedistances

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Documents

Sill Plate Anchor Bolt Testing 2009