Design and Technology @ Nightingale Academy Wood and Joining Wood.
Introduction to Wood: Structural Design – Gravity & Lateral...Structural Wood Design: Nomenclature...
Transcript of Introduction to Wood: Structural Design – Gravity & Lateral...Structural Wood Design: Nomenclature...
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IntroductiontoWood:StructuralDesign–Gravity&Lateral
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SpecialThankstoWEI
WoodWorks wouldliketorecognizeandthanktheWoodEducationInstitutefortheuseofsomeofthegraphicsdisplayedinthispresentation.Inparticular,wewouldliketothank:
MikhailGershfeldCharlesChadwellRakesh GuptaKennyMartin
woodeducationinstitute.org
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“TheWoodProductsCouncil”isaRegisteredProviderwithTheAmericanInstituteofArchitectsContinuingEducationSystems(AIA/CES),Provider#G516.
Credit(s)earnedoncompletionofthiscoursewillbereportedtoAIACESforAIAmembers.CertificatesofCompletionforbothAIAmembersandnon-AIAmembersareavailableuponrequest.
ThiscourseisregisteredwithAIACESforcontinuingprofessionaleducation.Assuch,itdoesnotincludecontentthatmaybedeemedorconstruedtobeanapprovalorendorsementbytheAIAofanymaterialofconstructionoranymethodormannerofhandling,using,distributing,ordealinginanymaterialorproduct.________________________________Questionsrelatedtospecificmaterials,methods,andserviceswillbeaddressedattheconclusionofthispresentation.
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CourseDescription
Thispresentationwillprovideanintroductoryreviewofallowableusesandbestdesignpracticesassociatedwithwood-frameconstruction.Woodscienceincludingwood’scellstructureandmoistureinteractionpropertieswillbediscussed.Woodspeciesandgradeswillbecoveredalongwithanoverviewoftheirstructuralpropertiesanddurability.Structuralwooddesignforvertical(gravity)loadsincludingbending,shear,deflection,vibration,tension,compression,andconnectionswillbeintroduced.Commonwood-framedlateralforce-resistingsystemswillbediscussedaswillthecomponentsincludedinwoodshearwalls.Architecturalconsiderationsassociatedwithwoodframingwillbeexamined,includingfireprotectionandsprinklers,constructiontypes,acoustics,andbuildingenvelopes.Designanddetailingbestpracticesforwood-framebuildingswillbeexplainedinanefforttohighlighttheitemsthatplayanimportantroleintheconstructionprocessandultimatebuildingperformance.
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LearningObjectives
1. Reviewwood’sroleandallowableusesundercurrentbuildingcodes.
2. Discussdesignconsiderationsspecifictowoodframinginnon-residentialandmulti-familybuildings.
3. Inthecontextofwoodasabiologicalmaterial,identifybestpracticesforitsuseinnon-residentialandmulti-familybuildings.
4. Explorethevarietyofavailablewoodbuildingproductsanddiscusshowtoefficientlyutilizeeach.
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StructuralWoodDesign:GravityLoads
Forstructuralbuildingdesign,twomainloadingdirectionsexist:gravity(vertical)andlateral(horizontal)• Thispresentationwillfocusonstructuralwooddesignforgravityloads• Gravityloadsincludedead,live,snow,andrain
Lateral Loads
WindUpliftLoads
GravityLoads
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Outline
• DesignBasis&Notation• AllowableStresses• WoodMemberDesign• Connections:Design&Options
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GravityLoadDemand
IBC:BaseCode– ReferencesASCE7fordeterminationof
gravityloads
ASCE7:ReferencedStandard.Providesinformationrequiredtodeterminegravityloadsona
structure
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StructuralWoodDesign:Codes
IBC:ReferencesNationalDesignSpecification(NDS)
fordesignofwoodconstruction
NationalDesignSpecification(NDS):Providesdesignproceduresandreferencedesignvaluesusedinthestructuraldesignofwoodframing
membersandconnections
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ASD• AllowableStressDesign
• Traditionalforwooddesign
• Basedonallowablestrengthsandnominal (unfactored) loads
StructuralWoodDesign:ASDvs.LRFD
LRFD• LoadandResistanceFactorDesign
• NDS2005– 1st timewasincluded
• Basedonnominal strengthsandfactoredloads
DualformathasbeeninNDSsincethe2005edition
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StructuralWoodDesign:Nomenclature
WoodDesignNomenclature
Demand Theexternalloadorstimuliapplied toastructure
Capacity Theamountof resistancethatamember, connection,orsystemiscapableofresistingbeforealimitstateisreached
LimitState Adefinedpoint inasystemorstructuralresponse(i.e.deflection limitstate,bending limitstate)
ASD AllowableStressDesign.Utilizesunfactored serviceloadestimates(demands) andcomparesthosewithscaleddowncapacitiesadjustedbysafetyfactors(checksaretypicallymadeatthestresslevel).
LRFD LoadResistanceFactorDesign.Usesscaledup(factored)demands (basedonprobabilities) tocompare withscaleddownmorerealisticcapacities(basedonprobabilitiesandprotectionofnon-ductile (catastrophic)failuremechanisms).
WoodEducation Institute
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StructuralWoodDesign:ASDNotation
Demand– indicatedbytheLOWERCASEletter“f”representingastress
Capacity– indicatedbytheUPPERCASEletter“F”representingareferenceallowablestress
Memberstress
ftStresstype
Memberstressesaredeterminedfromloadsandmemberssizes
ReferenceDesignValue
FtStresstype
ReferencedesignvaluesarefoundintheNDSSupplement
WoodEducation Institute
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StructuralWoodDesign:LRFDNotation
Load(Demand)- indicatedanUPPERCASEletter representingatypeofFORCE
Resistance(Capacity)- indicatedbyanUPPERCASEletterrepresentinganominalreferencedesignvalue(FORCE)
MemberFORCE
TuIndicatesforceduetofactoredloads
MemberFORCESaredeterminedfromloadsandmemberssizes
NominalResistance Tn = (F’t xKF)x A=F’tn x A
Adjusted referencedesignvalue
ReferencedesignvaluesarefoundintheNDSSupplementandadjustedforNominalDesignValues
Indicatesnominal
Formatconversionfactor
Crosssectionalarea
NominaladjustedreferencevalueWoodEducation Institute
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Woodmemberdesign(ASDorLRFD)comparesdemandtocapacity.Anadequatedesignisonewherecapacityisequaltoorgreaterthandemand.
Mostwoodmemberdesign isa3stepprocess:1. Determineloads&resulting forces2. Determinemembercross-sectionalproperties&resultingstresses3. Compareactualtoallowablestresses(or forces)
Notethat3designstepprocesscanbere-arrangedasneeded:• Ifallowablestressesandactualloadsareknown, candetermine
requiredmembersize• Ifactualloadsandmembersizeareknown,candeterminerequired
allowablestresses
WoodDesign:Demandvs.Capacity
ASD
LRFD
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WoodDesign:ReferenceDesignValues
ReferenceDesignValues:Thequantifiablemechanicalpropertiesthatareassociatedwitheachidentifiablecommercialgradeofwood
WoodEducation Institute
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WoodDesign:ReferenceDesignValues
ReferenceDesignValuesinNDSaregivenbasedonfourmainvariables:• GradingMethod• SpeciesGroup• CommercialGrade• SizeClassification
WoodEducation Institute
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WoodDesign:AdjustmentFactors
AdjustmentFactors:adjustreferencedesignvalues(ASD)or nominaldesignvalues(LRFD)toadjusteddesignvalues• Account fortheuniquepropertiesandbehaviorofwoodunderavariety
ofconditions
F’t =Ft x(AdjustmentFactors)ASD
LRFDF’tn =Ftn x(AdjustmentFactors)
• Mostadjustmentfactorsapplytobothdesignmethodologies
• Differentadjustmentfactorsareappliedtodifferenttypesofstressandindifferentcombinations
• Adjustmentfactors>1.0maybeneglected,those<1.0mustbeused
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WoodDesign:AdjustmentFactors
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WoodDesign:AdjustmentFactors
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WoodDesign:SectionProperties
Sectionproperties:geometricpropertiesforagivencross-sectionwhichareusedindeterminingtheresultingstressesofappliedforcesB=widthofmember, paralleltoaxisofbendingD=depthofmember, perpendicular toaxisofbending
b
d
ElasticSectionModulusBending
AreaShear,Compression,
Tension
MomentofInertiaBending, Deflection,
Vibration
d
b
Bendingaxis
Bendingaxis
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WoodDesign:Multi-PlyMembers
P
Multi-plymemberdesign:• Wheninterfaceplanesareparalleltodirectionofload,
canassumeallpliestoactasonememberifadequatelyconnectedtogethertodistributeloadsamongallplies.
• Wheninterfaceplanesareperpendiculartodirectionofload,alsoneedtoconsider“shearflow”
P
Fastenersdistributeloadsuniformly toall
plies
Fastenersdesignedforshearflowtoavoidslipatinterface
ShearFlowEquation
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WoodDesign:Bending
Bending(ormoment)designanalyzesamember’sabilitytoresistforceswhichcauseittobend.Theseforcestypicallyareverticalloadsappliedtothestrongaxis.
WoodEducation Institute
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WoodDesign:Bending
• Forsimplysupportedmembers,useequationsofstatics
WoodEducation InstituteSimply supported,
concentratedloadatmid-span
Simply supported,uniformly loaded
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WoodDesign:Bending
NDS3.3.2
WoodEducation Institute
• Calculateactualdesignbendingstress(ASD)
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• Bendingcapacityisdependentonbracingofcompressionedgeofmember.Commonoverlookedapplicationsofthisincludewallheaders(especiallygaragedoorheaders)andmemberssupportingconcentratedloadsonly.TheBeamStabilityFactorCLaccountsforthis(NDS3.3.3.8):
WoodDesign:Bending
• Compareactualdesignstresstoallowabledesignstress
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Sheardesignanalyzesamember’sabilitytoresistforceswhichcauseittoshear,orbreakoff,perpendiculartograininthedirectionoftheappliedload.Theseforcestypicallyareverticalloadsappliedtothemember’sstrongaxis.
WoodDesign:Shear
• Uniformloadswithindofsupportmaybeneglected;concentratedloadswithindofsupportedmaybereducedforshearcheckincertainconditions(NDS3.4.3.1)
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WoodDesign:Shear
Simplysupported,concentratedload
atmid-span
Simplysupported,uniformlyloaded
• Forsimplysupportedmembers,useequationsofstatics
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• Calculateactualdesignshearstress,fv
• Compareactualstress,fv,toallowableF’v
WoodDesign:Shear
NDS3.4.2
WoodEducation Institute
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Notchingaffectsamember’sshearcapacity• Forrectangularmembersnotchedontheirtensionface,
adjustedshearcapacityis(NDS3.4.3.2(a)):
WoodDesign:Shear&Notching
Where:• Vr’=Adjusteddesignshear• Fv’=Adjustedsheardesignvalue• d=depthofunnotchedmember• dn =depthofmemberremainingatnotch
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• Forendsofmembersnotchedontheircompressionface(NDS3.4.3.2(e)):
WoodDesign:Shear&Notching
Where:• Vr’=Adjusteddesignshear• Fv’=Adjustedsheardesignvalue• d=depthofunnotchedmember• dn =depthofmemberremainingatnotch• e=notchextensionbeyondinnerfaceofsupport
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WoodDesign:Deflection
Deflectionisameasurementofawoodmember’sdisplacementwhensubjectedtodesignloads(comparedtoanunloadedcondition).Displacementistypicallycheckedformemberssupportingverticalloadsappliedtothestrongaxis.
• Forsimplysupportedmembers,useequationsofstatics
WoodEducation Institute
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WoodDesign:Deflection
• Calculateactualdeflection&comparetocriteria(IBCTable1604.3)forgeneral,somecanexceedminimumlimitsbasedonfinishes,surroundingfeatures
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BeamDesignExample
12’-0”
12’-0”8’-0”
OfficeBuildingFloorFramingPlanAssumeLiveLoad=50psf,DeadLoad=30psfAllframingisDouglas-FirLarch#2
TypicalFloorFraming:2x10@16”o.c.
FloorBeamtoDesign
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BeamDesignExample
LoadingConditions:• TributaryWidth=12/2+12/2=12ft• UniformLiveLoad=12ft x50psf =600lb/ft• UniformDeadLoad=12ft x30psf =360lb/ft• UniformTotalLoad=600+360=960lb/ft• Span=8ft
• Douglas-FirLarch#2:Fb =900psi,Fv =180psi,E=1,600,000psiperNDS2012Supplement
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BeamDesignExample
Try3-2x12Beam;BendingCheck:
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BeamDesignExample
Check3-2x12BeamforShear:
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BeamDesignExample
Whatifwenotchthe3-2x12beamdownto9-1/4”depthatbearinglocationstomaintainuniformwallplateelevations?
2x10FloorJoists
2x12FloorBeamNotchedto9-1/4”atBearing
3-2x12FloorBeam
PostinWallUnderBeamEnd
BearingWallStuds
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BeamDesignExample
CheckNotched3-2x12beamforShear:
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BeamDesignExample
Check3-2x12beamforDeflection:
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BeamDesignExample
Check3-2x12beamforDeflection:
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BeamDesignExample
Whathappensifweintroduceaconcentratedloadtothefloorbeam:
WLL =600lb/ft WDL =360lb/ft
PLL =1,000lb PDL =600lb@beammid-span
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BeamDesignExample
Check3-2x12beamforconcentratedanduniformloads:
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BeamDesignExample
Try4-2x12beamforconcentratedanduniformloads:
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BeamDesignExample
Try4-2x12beamforconcentratedanduniformloads;notchedshear:
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BeamDesignExample
Try4-2x12beamforconcentratedanduniformloads;deflection:
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BeamDesignExample
Try4-2x12beamforconcentratedanduniformloads;deflection:
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BeamDesignAids
AmericanWoodCouncilSpanCalculator:http://www.awc.org/calculators/index.php
AmericanWoodCouncilSpanTables:http://www.awc.org/technical/spantables/index.php
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Compressionperpendiculartograin,orbearingdesignanalyzesamember’sabilitytoresistforcesappliedtooneofit’sfaces,orsurfaces,withoutcrushing.• Considerpointsofsupport
andconcentratedloads• Considerloadingdirectionto
grain
WoodDesign:Compression(Bearing)
WoodEducation Institute
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• Calculateactualbearingstress
• Compareactualbearingstresstoallowable
WoodDesign:Compression(Bearing)
Where:• P=Supportreactionor
appliedload• Abrg =BearingArea
WoodEducation Institute
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BearingDesignExample
2x12FloorBeamNotchedto9-1/4”atBearing
4-2x12FloorBeam
BearingWallTopPlates
WLL =600lb/ft WDL =360lb/ft
PLL =1,000lb PDL =600lb@beammid-span
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BearingDesignExample
ReactionatBeamEnd:
NeedtoLookatBearingArea• OfBottomofBeam• OfWallTopPlates
4-2x12FloorBeam:Width=6”,Species=DFL#2,Fcperp =625psi2x6BearingWall:Width=5-1/2”,Species=SPF#2,Fcperp =425psi
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BearingDesignExample
Beamwidthexceedswalltopplatewidth;canonlyusewalltopplatewidth.Determinerequiredbearinglength:
Bearingwidthwillbesameforbothbeamandwalltopplates(5-1/2”).Wallplateswillcontrolasallowablebearingstressislower.
Beamneedstoextend2”minimumontowalltopplate
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Compressionparalleltograindesignanalyzesamember’sabilitytoresistcompressiveforcesappliedtoitslongitudinalaxiswithoutbucklingorfailing.Commonapplicationsarecolumnsandtrussmembers.
WoodDesign:Compression
WoodEducation Institute
• Calculateactualcompressionstress&comparetoallowable
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• Unbraced lengthinbothaxesneedtobeconsidered• NDSColumnStabilityFactorCp accountsforunbraced
lengths(NDS3.7.1)
WoodDesign:Compression
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ColumnDesignExample
12’-0”
12’-0”4’-0”
TypicalFloorFraming:2x10@16”o.c.Columnto
Design
4’-0”
Usingsameofficebuildingfloorframingplanandloadingconditionsfrompreviousexample,addcolumnatbeammid-span
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ColumnDesignExample
LoadingConditions:• TributaryArea=(12/2+12/2)+(4/2+4/2)=48ft2• UniformLiveLoad=48ft2 x50psf =2,400lb• UniformDeadLoad=48ft2 x30psf =1,440lb• ConcentratedLiveLoad=1,000lb• ConcentratedDeadLoad=600lb• TotalLoad=2,400+1,440+1,000+600=5,440lb• Height=10ft
• Try6x6column(useTimber5x5orlargerreferencedesignvalues):Douglas-FirLarch#2:Fb =750psi,Fc =700psi,E=
1,300,000psi,Emin =470,000psiperNDS2012Supplement
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ColumnDesignExample
• Assumeendconnectionsaremodeledaspins,columnbucklingcoefficientK=1.0
• Le/d=[(10ft)(12in/ft)]/5.5in=21.8<50,OK
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Tensionparalleltograindesignanalyzesamember’sabilitytoresisttension(pulling)forcesappliedtoitslongitudinalaxiswithoutfailing.• Unbraced lengthfortensiondesigndoesnotneedtobe
considered• Avoidtensionperpendiculartograin
• Calculateactualtensionstress&comparetoallowable
WoodDesign:Tension
WoodEducation Institute
WoodEducation Institute
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Memberssubjecttobothbendingandaxialloads(tensionorcompression)shallbeadequatelydesignedtomeetaseriesofinteractionequationsperNDS3.9.1(bending&tension)&NDS3.9.2(bending&compression):
WoodDesign:CombinedLoads
Tension+Bending
Compression+Bending
Axial+BiaxialBending
WoodEducation Institute
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WoodDesign:CombinedLoads
WoodEducation Institute
fb/Fb +ft/Ft <1.0
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WoodDesign:CombinedLoads
WoodEducation Institute
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WoodDesign:CombinedLoads
WoodEducation Institute
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WoodDesign:CombinedLoads
WoodEducation Institute
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CombinedLoadsDesignAids:
WesternWoodProductsAssociation(WWPA)DesignSuite:http://www.wwpa.org/TECHGUIDE/DesignSoftware/tabid/859/Default.aspx
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WoodConnections:Design
Woodconnectionsgenerallyresist2typesofforces:shear(lateral)andwithdrawal.Connectionstypicallyconsistofoneormoreofthefollowing:• Fastener(nail,screw,bolt,etc.)• Connector(steelsideplate,lightgaugesteelangle,wood
spliceplate,etc.)
MichaelStenstrom,Strenstrom-Schneider, Inc.
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WoodConnections:Design
Connectiondesignisafunctionofanumberoffactorsincluding:• Wooddowelbearingstrength• Woodmember(s)thickness• Angletograin• Fastener(diameter,penetration,
bendingcapacity)• Edge/EndDistance• Spacing
NDSprovidesreferencesdesignvaluesandadjustmentfactors
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WoodConnections:Options
Woodconnectioncategories:• Doweltypefasteners(bolts,lagscrews,woodscrews,nails,spikes,driftbolts,driftpins)
• Splitrings&shearplates• Timberrivets• Spikegrids
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WoodConnections:DowelTypeFasteners
• Doweltypefasteners,particularlynails,aremostcommonfastenerinwoodconstruction
• Otherdoweltypefastenersincludebolts,lagscrews,woodscrews,spikes,driftbolts,anddriftpins
• Usedassoleconnectorsorinconjunctionwithconnectingmember(steelsideplate,prefabricatedhardware,etc.)
• IBCSection2304.9providesfastenerschedulesforstandardconnections
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DowelTypeFasteners:WithdrawalDesign
Withdrawalconnectiondesign:• Connectionsinwithdrawalresistforceswhichwould
attempttopullafasteneroutofthewood• Withdrawalnotpermittedfornails&spikesinendgrainof
wood• NDSChapter11providesreferencewithdrawaldesign
valuesfornails,woodscrews,lagscrews,andringshanknails
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DowelTypeFasteners:WithdrawalDesign
Withdrawalconnectiondesign:• Capacityisafunctionof:
• Fastenerdiameter• Fastenerpenetration• Woodproperties(SG)
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DowelTypeFasteners:ShearDesign
Shear(Lateral)connectiondesign:• Shearconnectionsresistforceswhichwouldattemptto
move(ordisplace)onememberrelativetoitsconnectedmember
• Usedtoresistgravity(vertical)loadsandlateral(horizontal)loads
• NDSChapter11providesreferencelateraldesignvaluesforbolts,nails,woodscrews,rinkshanknails,andlagscrews
• Edgedistance,enddistance,spacingrequirements
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DowelTypeFasteners:ShearDesign
Shear(Lateral)connectiondesign:• Capacityisafunctionof:
• Fastenerdiameter,penetration,mechanicalstrength• Woodproperties(SG)• Woodmember(s)angletograin
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DowelTypeFasteners:ShearDesign
Shear(Lateral)capacity:• NDSChapter11TablesProvideShearCapacityTables
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DowelTypeFasteners:ShearDesign
Shear(Lateral)capacity:• Connectionsconsistofonesidememberandonemain
member(singleshear)ortwosidemembersandonemainmember(doubleshear)
• Shearcapacityiscalculatedbasedonleastof6failuremodes(NDS11.3.1)
• Sidemember(s),mainmember,orfastenercanfail
Source:WoodHandbook,USDAForestService
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DowelTypeFasteners:ShearDesign
Doubleshearconnectiondesign:
Source:WoodHandbook,USDAForestService
DoubleShearConnection
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ConnectionDesignAids
AmericanWoodCouncilConnectionCalculatorforsheardesignofbolts,lagscrews,woodscrews,andnails:http://www.awc.org/calculators/connections/ccstyle.asp
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WoodConnections:SplitRings&ShearPlates
• Actaslargediameterbolts(bearingarea)• Splitinringallowsforshrinkage• Note-malleableironwasherforbolttowoodconnection• SplitRing:woodtowood;ShearPlate:woodtosteel• Commonlyusedinsteelplatedglulamtrusses• NDSChapter12providesdesignequations&referencedesignvalues
SplitRingShearplates
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WoodConnections:TimberRivets
• Ovalshapednailswithnarrowsideparalleltograin• Allowscloserspacingofrivets- reducessplitting• NDSChapter13limitsuse:onlyforsteelsideplatesconnectingtoglulammembers
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WoodConnections:SpikeGrids
• Malleableirongridswithbluntteethorspikesprotrudingoutwardfrombothsides
• Squareorcircular,flatorcurved(oneonesideorboth)• Teeth~1-1/4”long,in~4”squaregridpattern
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WoodConnections:Other
• Adhesives:typicallynotincludedinstructuralcapacity• Staples:nocapacitiesinNDS,IBCprovidesshearwall&diaphragmcapacitiesforstaples
Commonadhesivelocations
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WoodConnections:Other
• MetalPlateConnectors:usedintrusses,joiningmembersinsameplane
• Traditionaltimberpegs
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WoodConnections:PrefabricatedHardware
Manufacturersprovidecapacitiesbasedontesting&fastenerlimits
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StructuralWoodDesign:LateralLoads
Forstructuralbuildingdesign,twomainloadingdirectionsexist:gravity(vertical)andlateral(horizontal)• Thispresentationwillfocusonstructuralwooddesignforlateralloads• Lateralloadsincludewindandseismic
Lateral Loads
WindUpliftLoads
GravityLoads
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Outline
• LateralLoads:Demand&Capacity• WSPSystems:Diaphragms&ShearWalls• WSPShearWallComponents• OtherWoodFramedLFRS
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LateralLoadDemand
IBC:BaseCode– ReferencesASCE7fordeterminationofwindandseismicForces
ASCE7:ReferencedStandard.Providesinformationrequiredtodeterminewindandseismic
forcesonastructure
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LateralLoadCapacity
IBC:ReferencesSpecialDesignProvisionsfor
Wind&Seismic(SDPWS)forcapacitiesofmost woodframedlateralsystems.IBCprovidescapacityofstapledWSPandgypsumshearwalls
SDPWS:Providescapacitiesofmostwood-framedverticalandhorizontallateralforceresisting
systems
ProprietaryProductswhichhave3rd party
testingreportsmayalsobesubmitted
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• Wallframingdistributessurfaceloadstodiaphragms(floors&roof)
WSPShearWall&DiaphragmDesign
ElevationView
• Lateralloadsonabuildingaremodeledasuniformsurfaceloads
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WSPShearWall&DiaphragmDesign
Diaphragm-PlanView
• Uniformdiaphragmloadsaredistributedtoshearwalls
ShearWall–ElevationView
• Shearwallresistsappliedloadthroughshearpanel&boundarychords
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DiaphragmDesign• Diaphragm:Roof,floor,orothermembraneorbracing
systemactingtotransferlateralforcestotheverticalresistingelements
• Diaphragmloadsaregenerallyuniformloads,resistedbythediaphragminbending,similartoahorizontaldeepbeam
• Diaphragmbendingresultsintension/compressioninchordsperpendiculartoload
WoodEducation Institute
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DiaphragmDesign• Reactionsatdiaphragmendstransferloadtoshearwall
throughshearinpanels• Principlesofshearresistance,panelattachment,
boundaryelementssimilartoshearwalldesign• Dragstrutscarryor“drag”diaphragmloadsintoshear
walls
WoodEducation Institute
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DiaphragmDesign:Capacity• CapacitieslistedinAWC’sSpecialDesign
ProvisionsforWindandSeismic• Sheatheddiaphragmmostcommon.Can
alsousehorizontalanddiagonaldecking• Unblockeddiaphragmsmostcommon.
Addingblockingatpaneledgesincreasesdiaphragmcapacity
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DiaphragmDesign:Flexibility• Diaphragmscanbeidealizedasflexible,semi-rigid,or
rigid• Lightwoodframediaphragmstraditionallyidealizedas
flexible,afunctionofdiaphragmconstructionanddeflection
• Trendsinmid-rise,multi-familybuildingstowardfewerexteriorshearwallsmoveintosemi-rigid&rigidmodeling
• ASCE7Section12.3.1ProvidesDiaphragmFlexibilitydefinitions
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DiaphragmDesign:Flexibility
WoodEducation Institute
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AdditionalDiaphragmConsiderations
• Typicalfloorplanresultsindiaphragmoffsets,re-entrantcorners,discontinuities,openings
• Diaphragmopenings,discontinuities=higherconcentrated,localizedloads
• Coderequirementsfordiaphragmlengthtowidthratiosmustbemet
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AdditionalDiaphragmConsiderations
• Higherconcentratedloads=closerpaneledgefastenerspacing,largerchord&strutloads,mayrequireblockeddiaphragm
• Diaphragmdeflectionsmayneedtobecalculated
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WSPShearWallDesign• Shearwall:verticalcomponentsofabuilding’slateralforce
resistingsystem• Shearwalltransferslateralloadsfromdiaphragmaboveto
wall/foundationbelow
WoodEducation Institute
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WSPShearWallDesign• Diaphragmtransferslateralconcentratedloadtotopof
wall• Wallresistsloadthroughunitshear(panel)&resisting
moment(endposts/holddowns)• 3shearwalldesigncomponents:
• Sheathingpaneledgefasteners(unitshear)• Baseofwallanchorage(unitshear)• Endpost&holddownsizes(resistingmoment)
Unitshear Resistingmoment
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WSPShearWallDesign:Capacity• CapacitieslistedinAWC’sSpecialDesign
ProvisionsforWindandSeismic(SDPWS)• Blockedshearwallsmostcommon.SDPWShas
reductionfactorsforunblockedshearwalls• Notethatcapacitiesaregivenasnominal:must
beadjustedbyareductionorresistancefactortodetermineallowableunitshearcapacity(ASD)orfactoredunitshearresistance(LRFD)
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EngineeredShearWallSystemsw/WSP
SolidorSegmentedWalls
PerforatedWallsForceTransferAround
OpeningsWalls
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ShearWalls:AdditionalConsiderations
• AspectRatio:HeighttoWidthLimitations(SDPWS)• SomesystemsmayonlybeusedinlowerSeismicDesignCategories(SDPWS)
• Strengthlimitationswithsomesystems(horizontalboardsheathing,gypsum)
• ShearWalldeflectionshouldbeconsidered
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WSPShearWallComponents
Source:NationalResource Council ofCanada
Sheathing&Fasteners
WallFraming
Endholddown&
post
BaseAnchorage
Source:Norbord
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ShearWallComponents:WallFraming
Strut/collector
WallFraming(Studs)
BlockingBetweenStudsatAllPanelEdges
WallTopPlates
WallSolePlate
Note:Canuse“un-blocked”wallbutcapacitiescanbesignificantlylower:SDPWS4.3.3
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ShearWallComponents:WSP&Fasteners
Strut/collector
FieldorIntermediateNailing– Typ.10”– 12”o.c.
PanelEdgeNailing– Typ.
2”– 6”o.c.
BoundaryNailing:Attachesall4edgesofeverypaneltowallframing(studs,blocking,top&soleplates)FieldorIntermediateNailing:Attachespaneltointermediatewallframing(studs)notalongpaneledges
SheathingPanelsOSBorPlywood
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ShearWallComponents:BaseAnchorage,EndPosts&HoldDowns
Strut/collector
SolePlateUniformAnchorage:Transfersshearfromwallsoleplatetofloor/wallorfoundationbelow.
SolePlateUniform
Anchorage(Nails,Screws,AnchorBolts)
WallEndPost&HoldDown:Transfersverticaltension&compressionforcestofloor/wallorfoundationbelow.
WallEndPost&HoldDown
WallEndPosts(Sized
forTension&Compression)
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ShearWallComponents:HoldDowns
StandardHoldDownInstallation(BucketStyle)
StrapHoldDownInstallation
…………
………
ContinuousRod- AutomaticTensioningSystems
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ShearWallComponents:HoldDowns
Source:DartDesignInc.com
Source:strongtie.com
BucketStyle
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ShearWallComponents:HoldDowns
Straps
Source:strongtie.com
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ShearWallComponents:HoldDowns
ContinuousRodTieDownswithShrinkageCompensation
Devices Source:hardyframe.com
Source:strongtie.com
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• SeniorLiving• Apartments/Condos• MixedUse• StudentHousing• AffordableHousing• Hotels
WhereWoodisaviableoption,it’slikelythemostappropriatechoice.
IBC2308.3,9,11,12:PrescriptiveBracedWallLines• ProvidesBracedWallSpacings,Components,Fasteners• Limitations:
• BuildingHeight:• 3StoriesmaxforSDCAandB• 2StoriesmaxforSDCC• 1StorymaxforSDCDandE• FloortoFloormax=11’-7”• BearingWallStudLengthmax=10’-0”
• Loads• MaxDL=15psf,MaxLL=40psf• MaxGroundSnow=50psf,MaxWindVasd =
100mph• Others:seeIBC2308.2
PrescriptiveShearWallSystems– IBC2308
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PrescriptiveShearWallSystems– IBC2308
• SeniorLiving• Apartments/Condos• MixedUse• StudentHousing• AffordableHousing• Hotels
WhereWoodisaviableoption,it’slikelythemostappropriatechoice.
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PrescriptiveShearWallSystems– IBC2308
• SeniorLiving• Apartments/Condos• MixedUse• StudentHousing• AffordableHousing• Hotels
WhereWoodisaviableoption,it’slikelythemostappropriatechoice.
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PrescriptiveShearWallSystems– IBC2308
• SeniorLiving• Apartments/Condos• MixedUse• StudentHousing• AffordableHousing• Hotels
WhereWoodisaviableoption,it’slikelythemostappropriatechoice.
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PrescriptivePortalFrameSystems
• SeniorLiving• Apartments/Condos• MixedUse• StudentHousing• AffordableHousing• Hotels
WhereWoodisaviableoption,it’slikelythemostappropriatechoice.
PrescriptiveCodePortalFramesIBC2308.9.3.2
ProprietaryPortalFrames
Source:strongtie.com
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EngineeredShearWallSystemsw/WSP
StapledShearWalls
Source:nees.orgSource:Journal ofStructural Engineering, 2007
• CapacitiesinIBC2306
Mid-PlyShearWalls
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Non-WSPEngineeredShearWallSystems
GypsumShearWalls
ProprietaryTrussedShearWalls
Source:smartcomponents.us
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Non-WSPEngineeredShearWallSystems
Horizontal&DiagonalBoardSheathing
Source:firstdayonpei
Source:johnotvos
CapacitiesinAWC’sSDPWSTable4.3D
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PostFrameBuildings– LateralOptions
Source:newenglandbarn.comEmbedded/CantileverColumns
• Kickers/KneeBraces• SheathedWalls/Roof• SteelRodX-Bracing• Others
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HeavyTimberBracedFrames(HTBF)
Source:naturallywood.comSource:niji-architects.com
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HybridWood/SteelBracedFramesTheBullitt Center
Architect: TheMillerHull PartnershipPhoto:JohnStamets
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HybridWood/SteelProprietarySystems
Source:hardyframe.com
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HybridWood/SteelProprietarySystems
Source:hardyframe.com
Source:strongtie.com
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Questions?
ThisconcludesTheAmericanInstituteofArchitectsContinuingEducationSystemsCourse
Visitwww.woodworks.org formoreeducationalmaterials,casestudies,designexamples,aprojectgallery,andmore
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