Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain,...
Transcript of Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain,...
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DesigningWoodFrameStructuresForHighWinds
RickyMcLain,MS,PE,SETechnicalDirector– WoodWorksSEAMASSMeeting10-26-16
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Overview
• WindLoadsandCodeChanges• Uplift• WallDesign• Diaphragms• Shearwalls
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WindLoads
Windloadsactingonbuildingsaremodeledasuniformsurfaceloads.Windloadscancreatebothpositiveandnegativeloads(inwardsandoutwardsloads)onbuildingsurfacesandcreatethreedifferentloadingconditions:• Uplift• Racking/overturning• Sliding/shear
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MassachusettsBuildingCode
Massachusetts8thEditionBuildingCode
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MassachusettsBuildingCode
Massachusetts8thEditionBuildingCode
IBC2009
ASCE7-05
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MassachusettsBuildingCode
Massachusetts9thEditionBuildingCode
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MassachusettsBuildingCode
Massachusetts9thEditionBuildingCode
IBC2015ASCE7-10
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MassachusettsAmendments
Massachusetts9th EditionBuildingCode
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WindSpeedByLocationSoftware
windspeed.atcouncil.org
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WindCodeChanges
ThemainchangesinwindloadsfromASCE7-05toASCE7-10are:
• BasewindloadsareUltimateratherthanASD• Occupancy/ImportancefactorbuiltintoWindSpeedMapsratherthanincludedinequations
• IntroducedinclusionofExposureDinHurricaneProneRegions
• RevisedtriggersforHurricaneProneRegionsandWindBorneDebrisRegions
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CalculatingWindLoads
• ASCE7-05§ Chpt.6:ContainedAllProvisions
• ASCE7-10§ Chpt.26:GeneralRequirements§ Chpt.27:MWFRS– Directional§ Chpt.28:MWFRS– Enveloped§ Chpt.29:OtherStructures§ Chpt.30:Components&Cladding§ Appendices
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DetermineBasicWindSpeed,VmphASCE7-05
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DetermineBasicWindSpeed,Vmph
PerASCE7-10Fig.26.5-1A
115
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DetermineBasicWindSpeed,V
• ASCE7-05§ ASDLoads§ 90mphperfig.6-1
• ASCE7-10 (figuresincorporateimportancefactor)§ UltimateLoads§ 115mphperfigure26.5-1AforRKII
§ 120mphperfigure26.5-1BforRKIII&IV
§ 105mphperfigure26.5-1CforRKI
Note:RK=RiskCategoryImageSource:SKGhosh Associates
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BasicWindSpeed:Probabilities
• ASCE7-05§ WindSpeedsbasedon50yearreturnperiod
• ASCE7-10§ RKIbasedon300yearreturnperiod(15%probabilityofexceedancein50Years)
§ RKIIbasedon700yearreturnperiod(7%in50years)§ RKIII&IVbasedon1,700yearreturnperiod(3%in50years)
Note:RK=RiskCategory
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ASCE7-05to7-10Comparison
ComparingASCE7-05toASCE7-10:LoadCombinations:
7.0.6D+W(ASCE7-05)7.0.6D+0.6W(ASCE7-10)
3SecondWindSpeed:90mph (ASCE7-05)115mph*√0.6=89mph(ASCE7-10)
Finalloadonbuildingisverysimilarforinlandlocations
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ASCE7-05to7-10Comparison
Example:Boston BasicWindSpeeds
8th EditionMassCode(ASCE7-05)VASD =105mph
9th EditionMassCode(ASCE7-10)VULT =128mph(RKII)VASD =(128)(√0.6)=99mph
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ASCE7-05to7-10Comparison
So,windloadsperASCE7-10aresimilartoorslightlylowerthanthoseperASCE7-05?
Yes….andNo
ASCE7-10re-introducedthepossibilityofhavingexposureDinhurricaneproneregions
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HurricaneProneRegions
Bostonisbydefinitioninahurricaneproneregion:Hurricaneproneregion:AtlanticOceanandGulfof
MexicocoastswhereRKIIbasicwindspeed>115mph(ASCE7-1026.2)
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RunningtheNumbers:VelocityPressure
• qz =0.00256KzKztKdV2
§ qz =velocitypressure(psf)§ Kz – Exposurecoefficient,Table30.3-1(7-05Table6-3)
§ Kzt – Topographicfactor,Figure26.8-1(7-05Figure6-4)
§ Kd – Directionalityfactor,Table26.6-1(7-05Table6-4)
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WindLoadsTypes
2TypesofWindLoads•MWFRS– MainWindForceResistingSystem
Anassemblageofstructuralelementsassignedtoprovidesupportandstabilityfortheoverallstructure.Thesystemgenerallyreceiveswindloadingfrommorethanonesurface.Eg.Shearwalls,diaphragms
• C&C– Components&CladdingElementsofthebuildingenvelopethatdonotqualifyaspartoftheMWFRS.Eg.Wallstuds
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MWFRSMethodOptions
TwoMethodsofCalculatingMWFRSloads:• Envelope:Pressurecoefficientsrepresent“pseudo”loadingthatenvelopethedesiredmoment,shear...Limitedtolow-rise• Directional:Pressurecoefficientsreflectwindloadingoneachsurfaceasafunctionofwinddirection
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MWFRSMethodOptions
Howtodecidewhichmethodtouse:Envelope:ASCE7-10Chapter28• Part1:Canbeusedforallregular-shapedenclosed&partiallyenclosedbuildingswithmeanroofheight≤60ft• Part2(Simplified):Canbeusedforallregular-shaped,enclosed,simplediaphragmbuildingswithmeanroofheight≤60ft
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MWFRSMethodOptions
Howtodecidewhichmethodtouse:Directional:ASCE7-10Chapter27• Part1:Canbeusedforallregular-shapedbuildings• Part2(Simplified):Canbeusedforallregular-shaped,enclosed,simplediaphragmbuildingswithmeanroofheight≤160ft
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MWFRSMethodOptions
ASCE7-10MWFRSOptions
Part1:Enclosed,PartiallyEnclosed,Open
BuildingsAllHeights
DirectionalMethod,CH27 EnvelopeMethodCH28
Part2:Enclosed,Simple
DiaphragmBuildingswithh≤160ft
Part1:Enclosed&PartiallyEnclosedBuildingswithh≤60ft
Part2:Enclosed,Simple
DiaphragmBuildingswithh≤60ft
Note:WindTunnelProcedure(ASCE7-10Chpt 31)canalsobeused
Simplified
,Dire
ctiona
l
Simplified
,Envelop
e
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Example:FlatRoof,30’x60’Building:
Ch.27Directional
• WindwardWall(0.8)• LeewardWalls(-0.3)• DetermineGustEffect(G)=0.85• ForMWFRSGCpf =(1.1)(0.85)=0.935
Ch.28Enveloped
§ LimitedtoLow-Rise(h≤60’)§ WindwardWall(0.4)§ LeewardWall(-0.29)§ ForMWFRSGCpf =0.69
35%differenceinloadingnotaccountingforendzones.
ComparisonofmethodstocalculateMWFRS(GCpf)
ASCE7-10Figure28.4-1
ASCE7-10Figure27.4-1
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MWFRSMethodOptions
Beneficialtousetheenvelopemethodwhenitslimitationsaremet
ASCE7-10Fig.C28.4-1
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MinimumWindLoads
ForboththeDirectional&EnvelopeMethods,considerminimumwindloads:ASCE7-10Sections27.1.5&28.4.4:WindLoadsforMWFRSinanenclosedorpartiallyenclosedbuildingshallnotbelessthan:§ 16psf (ultimateor~10psf ASD)forwalls§ 8psf (ultimateor~5psf ASD)forroofsWallandroofloadsshallbeappliedsimultaneously.Thedesignwindforceforopenbuildingsshallbenotlessthan16psf ultimate(openbuildingprovisionsapplyonlytoDirectionalMethod).
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BuildingEnclosure
Accountsfordegreetowhichwindforcescanenterandexitastructure,creatingvaryingamountsofinternalwindpressure3buildingenclosureclassifications:
Open,PartiallyEnclosed,andEnclosed
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InternalPressureCoefficient– Table26.11-1
+/- 0.18- Enclosed+/- 0.55– PartiallyEnclosed
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RunningtheNumbers:DesignWindPressure
• p=qh[(GCp)– (GCpi)]§ p=Designwindpressure(psf)§ qh=velocitypressure(psf)§ GCp:Externalpressurecoefficient
Figures27.4-1,28.4-1,30.4-1Note:Figure27.4-1alsorequiresGusteffectfactor(G)per
section26.9
§ GCpi:Internalpressurecoefficient,Table26.11-1(7-05Figure6-5)
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DesignWindPressureTables
ASCE7-10
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IBC’sAlternateAll-HeightsMethod
IBCSection1609.6providesanalternativetotheDirectionalWindLoadProcedureinASCE7
AlternateAll-HeightsMethod
Limitationssuchas:• BuildingHeight≤75ft• BuildingHeight/Width≤4• Buildinghassimplediaphragm• Others(IBC1609.6.1)
Pnet =0.00256V2KzCnetKzt
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IBC’sAlternateAll-HeightsMethod
Pnet =0.00256V2KzCnetKzt
• V=Basicwindspeed(ASCE7)• Kz =Exposurecoefficient(ASCE7)• Kzt =Topographicfactor(ASCE7)• Cnet =Net-pressurecoefficient(IBCTable1609.6.2)
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IBC’sAlternateAll-HeightsMethod
IBCTable1609.6.2
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WindBorneDebrisRegions
PerASCE7-10,section26.2,WindBorneDebrisregionsareAreaswithinhurricane-proneregionswhereimpactprotectionisrequiredforglazedopenings(buildingsinRiskCategoryIareexempt– ASCE26.10.3&IBC1609.1.2)Protectionofglazedopeningsisrequired(ASCE726.10.3):• Within1mileofthecoastalmeanhighwaterlinewhere
thebasicwindspeedisequaltoorgreaterthan130mph,or
• Inareaswherethebasicwindspeedisequaltoorgreaterthan140mph
• Otherexemptions,testingrequirementsgiveninASCE7-10,section26.10.3
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WindBorneDebrisRegions
Image:greenheck.com
Failedopeningscanchangeastructurefromenclosedtopartiallyenclosed,significantlyincreasingwindforces
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Overview
• CalculatingWindLoads• Uplift• WallDesign• Diaphragms• Shearwalls
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UpliftWindLoads
Uplift– Outward(suction)forceactingonroof
Loadpath- rooftofoundationrequiredunlessdeadloadisgreaterthanuplift
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UpliftLoads
Source:strongtie.com
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MethodstoResistUpliftLoads
• Mechanicalconnectors(straps,hurricaneties,screws,threadedrods)• Sheathing• DeadLoads
Source:strongtie.com
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UpliftResistance:MechanicalConnectors
Source:IIBHS
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UpliftResistance:WallSheathing
• Whenjoints,fastenersareconsidered,canusesheathingtoresistuplift
• SDPWSSection4.4
SDPWSFigure4I
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UpliftResistance:WallSheathing
SDPWSFigure4J
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UsingDeadLoadtoResistUplift
Source:Strongtie
Deadloadfromabove(Wall,Floor,Roof)canbeusedtoresistsomeorallupliftforces,dependingonmagnitude
LoadCombinationsofASCE7-10:06.D+0.6W
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UpliftWindLoads
Truss/RaftertoTopPlateConnection
Whathappenstotheupliftloadafterthis?
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Uplift:MWFRSorC&C?
ConsidermemberpartofMWFRSif:• TributaryArea>700ft2 perASCE7-1030.2.3• LoadcomingfrommorethanonesurfaceperASCE7-1026.2
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Uplift:MWFRSorC&C?
AWC’sWFCMcommentaryC1.1.2statesthatMWFRSisusedforallupliftconditions:
Therationale forusingMWFRSloadsforcomputingtheupliftofroofassembliesrecognizesthatthespatialandtemporalpressurefluctuationsthatcausethehighercoefficientsforcomponentsandcladdingareeffectivelyaveragedbywindeffectsondifferentroofsurfaces.
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Uplift:MWFRSorC&C?
ASCE7-1026.2commentaryprovidessomediscussiononuplift&MWFRSvs.C&C.
ComponentsreceivewindloadsdirectlyorfromcladdingandtransfertheloadtotheMWFRS.Examplesofcomponentsincludefasteners,purlins,girts,studs,roofdecking,androoftrusses.ComponentscanbepartoftheMWFRSwhentheyactasshearwallsorroofdiaphragms,buttheymayalsobeloadedasindividual components.
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EffectiveWindArea
Forwinddesign,tributaryareadoesnotnecessarily=effectivewindarea
EffectiveWindArea(EWA)- Twocases:• Areaofbuildingsurfacecontributingtoforcebeing
considered(tributaryarea)• Longandnarrowarea(wallstuds,rooftrusses):width
ofeffectiveareamaybetakenas1/3length;increaseseffectivearea,decreasesload(perASCE7-10section26.2commentary);EWA=L2/3
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EffectiveWindAreaExample
44’-0”
Trusses@2’o.c.
44’-0”
Trusses@2’o.c.
Trib.A=(44)(2)=88ft2 EWA=442/3=645ft2
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UpliftExampleCalculation
• RoofFramingRafter• 20’Span• 2’Spacing• 2’Overhang• 115mphExposureB• RoofH=80ft• 65’x220’
Photocredit:MattTodd&PBArchitects
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MWFRS- ExternalPressureCoefficient
Lookatwindactingonbuilding’slongside:L=65ft,h/L=80/65=1.23Cp =-1.3,-0.18
ASCE7-10Fig.27.4-1
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• GCp:(0.85)(-1.3)=1.105(26.9.4&Fig.27.4-1)• GCpi:±0.18(Table26.11-1)• qh =0.00256KzKztKdV2
§ Kz :0.93– Table27.3-1§ Kzt :1.00- Figure26.8-1§ Kd :0.85- Table26.6-1§ Vu:115mph
• qh =26.8psf• p=(26.8psf)(-1.105+(-0.18)) =34.4psf
MWFRS- Runningthenumbers
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MWFRS- RoofOverhangpersection27.4.4• ForOverhangs:ASCE727.4.4– useCp =0.8onundersideofoverhang,usesametoppressurescalculatedfortyp.roof• poh =(26.8psf)(-0.8)(0.85)=18.2psf• pext =(26.8psf)(-1.105)=29.6psf• poh net=18.2+29.6=47.8psf
Poh
pext
PerASCE7-10section27.4.4
pint
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MWRFS- DeterminingtheUpliftLoad• p=(34.4psf)(2ft)=68.8plf• poh =(47.8psf)(2ft)=95.6plf
68.8plf
Uplift=0.6(95.6plf(2ft.)+68.8plf*20ft/2)=528lbsDeadLoad=0.6((2+20/2)*10psf*2ft)=144lbsNetUpliftatLeftSupport=528lbs -144lbs =384lbsNote:Itiscommonpracticetouse2setsofdeadloads:highestpotentialdeadloadsforgravity,lowestpotentialdeadloadsforuplift
95.6plf
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C&C- ExternalPressureCoefficient3zoneswithdifferingwindloads:
1:Field2:Perimeter3:Salientcorners
a=smallerof10%ofleasthorizontaldimensionor0.4h,butnotlessthaneither4%ofleasthorizontaldimensionof3ft
ASCE7-10Fig.30.4-2A
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C&C- ExternalPressureCoefficient– Fig.30.4-2A
EWA=H2/3=222/3=161ft2
GCP =-1.1FORINTERIOR
ASCE7-10Fig.30.4-2A
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• GCp:-1.1(Figure30.4-2A)• GCpi:±0.18(Table26.11-1)• qh =0.00256KzKztKdV2
§ Kz :0.93- Table30.3-1§ Kzt :1.00- Figure26.8-1§ Kd :0.85- Table26.6-1§ Vu:115mph
• qh =26.8psf• p=(26.8psf)(-1.1+(-0.18))=34.3psf
C&C- Runningthenumbers– Zone2
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C&C- RoofOverhangpersection30.10• ForOverhangsFigures30.4-2A&30.10-1areutilized• poh =26.8psf(1.7+0.18)=50.4psf• ps =pw =34.3psf• poh net=50.4+34.3=84.7psf
ps
pW
pOH
EWA=2*2=4sfGCp =-1.7
PerASCE7-10Fig.30.10-1 ASCE7-10Fig.30.4-2A
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C&C- DeterminingtheUpliftLoad• p=(34.3psf)(2ft)=68.6plf• poh =(84.7psf)(2ft)=169.4plf
68.6plf
Uplift=0.6(169.4plf(2ft.)+68.6plf*20ft/2)=615lbsDeadLoad=0.6((2+20/2)*10psf*2ft)=144lbsNetUpliftatLeftSupport=615lbs -144lbs =471lbsNote:Itiscommonpracticetouse2setsofdeadloads:highestpotentialdeadloadsforgravity,lowestpotentialdeadloadsforuplift
169.4plf
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RoofFraming:CompressionEdgeBracing
• Bendingcausescompressioninoneedgeofmember• Roofsheathingbracescompressionflangeofroofjoists
Compressionedge
Tensionedge
Loadingdirection
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RoofFraming:CompressionEdgeBracing
• WhataboutUplift?Needfulldepthblocking/bridgingorbottomchordbracing
BottomChordBracing
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Overview
• CalculatingWindLoads• Uplift• WallDesign• Diaphragms• Shearwalls
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WindLoads
Uniformsurfacewindloadsgenerallyincreasewithbuildingheight
ASCE7-10Fig.27-6.1
Ifwindloadsvarywithbuildingheight,commontousehigherwindloadoverasinglestoryorbuilding
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PanelsL/dRatioUnbraced LengthWallVeneerWindonlyloadingC&CDesignPropertiesHinges
WallDesignConsiderations
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WoodFrameDesign
IBC:ReferencesNationalDesignSpecification(NDS)
fordesignofwoodconstruction
NationalDesignSpecification(NDS):Providesdesignproceduresandreferencedesignvaluesusedinthestructuraldesignofwoodframing
membersandconnections
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LoadsintoWSP
Windloadsaretransferredtowallframingstudsthroughwoodstructuralpanels(sheathing)
SDPWSTable3.2.1
ForASDCapacity:DivideNominalCapacityby1.6ForLRFDCapacity:MultiplyNominalCapacityby0.85
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CalculatingDeflection– IBCTable1604.3
ForΔ ofmostbrittlefinishesusel/240
ForC&Cpressuresa30%loadreductionisallowedforΔ only(IBCTable1604.3footnotef)
f.Thewindloadispermittedtobetakenas0.42timesthe"componentandcladding”loadsforthepurpose ofdetermining deflectionlimitsherein.
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WoodStudswithBrickVeneer- Deflection
IBCTable1604.3:min.walldeflectionwithbrittlefinishes=L/240
BrickIndustryAssociationrecommendsmuchstricterlimits
StructureMagazineMay2008article,HaroldSprague
BIATechNote28
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WallDesign:MWFRSorC&C?
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3StepProcess:ExteriorWallDesign
• StrengthCheck1:Gravity(axial)+MainWindForceLoads
• StrengthCheck2:FullComponentsandCladdingWindLoads,NoAxial(orminimalaxial)
• DeflectionCheck:ReducedComponentsandCladdingWindLoads
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WallDesignConsiderations
Forotherdesignissuesseethearticle:
• ConsiderationsinWindDesignofWoodStructures• FreedownloadfromAWCavailableat:
http://www.awc.org/pdf/codes-standards/publications/archives/AWC-Considerations-0310.pdf
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StrengthCheck2forStudDesign
StrengthCheckforComponents&CladdingWinds• Noaxialloading• C&CtransverseWindloadsonly• Checkstudbendingandshear.
DesignTip:Forbendingstresscheck,beawareofRepetitiveUsefactorCr ofNDSandWallStudRepetitiveMemberFactorofSDPWS3.1.1.
ChangeinSDPWS2015allowsapplicationofWallStudRepetitiveFactortoStudSTIFFNESS.SeeSDPWS3.1.1
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DeflectionCheckforStudDesignDeflectionCheckforComponentsandCladdingWinds• Checkout-of-planedeflectiontoIBCTable1604.3or
othermorestringentrequirements.
Note:Thischeckoftengovernstallwalls
DesignTip:Readallthefootnotes!IBCTable1604.3footnotefallowsthefollowingC&CWindloadreduction:
MultiplycalculatedC&CWindLoadsby0.42whenusingVULT (ASCE7-10)OR0.70whenusingVASD (ASCE7-05andearlier)fordeflection
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WallStudDesignAidWesternWoodProductsAssociation(WWPA)DesignSuite:http://www.wwpa.org/TECHGUIDE/DesignSoftware/tabid/859/Default.aspx
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Example:OfficeBuildingWallStuds
2StoryBuilding
13’tallwoodframedwalls.
Assumestuds16”o.c.
110mphExposureC
LeastHorizontalDim.=90ft
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WallStudDesign:StrengthCheck1
GravityLoads:
RoofDeadLoad=20psf; FloorDeadLoad=30psf
RoofLiveLoad=20psf; FloorLiveLoad=65psf
WallDeadLoad=18psf; WallDeflection=L/360
Roof&FloorTributaryWidth=(22ft)(0.5)=11ft
WallTributaryWidth=13ft +13ft =26ft
WDL =(11ft)(20psf+30psf)+(26ft)(18psf)=1018plf
WRL =(11ft)(20psf)=220plf
WLL =(11ft)(65psf)=715plf
ControllingLoadCombo:D+L=1018+715=1733plf
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WallStudDesign:StrengthCheck1
GravityLoads:
AxialLoadPerStud=(1733plf)(1.333ft)=2310lb
Bottomplatecrushing:2310/(1.5”*5.5”)=280psi<625psi:OK
MWFRSWindLoads:
ULT.=28.5psf;ASD=(28.5psf)(0.6)=17.1psf ASCETable27.6-1
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WallStudDesign:StrengthCheck1
2x6DF#2Studs@16”o.c.OKforStrengthCheck1
Member #
Location :
Sits on Sill Plate ? Yes
** Dimension Lumber ** ** Dimension Lumber **
Yes Nominal Size : ( 1 ) 2 x 6 Sill Plate Nominal Size : 2 x 6
DochDN.2 Species = Species or Symbol = DochDN.2
No.226 Grade = Grade = No.226
2400f-2.0E 1500f-1.4E
Bearing at < 3" of Sill End? No
Height ( H ) = 13 ft - 0 in P = 2310 lb =
Unbraced Length ( l 1 ) = 13 ft - 0 in w = 22.8 plf = Wind
Unbraced Length ( l 2 ) = 2 ft - 0 in lu = 13 ft - 0 in 13
(pressed-down buttons are selected)
Yes Repetitive Use ?
No 1.00 Incised for PT ?
No Flat Use :
< 19% 1.60 Moisture Content : for P only, fc (psi) = 280 < 533 = Fc //
< 100 Temperature (° F) : for P + w, fc (psi) = 280 < 558 = Fc //
1.00 C D = 1.00 (P) & 1.60 (P+w) (1.3/2) fb (psi) = 497 < 1346 = Fb
1.60 K = 1.00 (fc / F'c)2 + fb / [F'b (1 - fc / Fce)] = 0.95 < 1.00 OK
∆ / H = 120 Mid-H Deflection due to w, ∆ (inch) = 0.85 < H / 120 OK
Section Properties
Post/Stud Sill PL
breadth (b) = 1.5 in 1.5 Sill PL
depth (d) = 5.5 in 5.5 Bending Comp // E Comp -|
Area (A) = 8.3 in^2 8.3 Wet Service CM = 1.00 1.00 1.00 1.00
Section Modulus (S) = 7.6 in^3 Temperature Ct = 1.00 1.00 1.00 1.00
Moment of Inertial (I) = 20.8 in^4 Beam Stability CL = 1.00 N/A N/A N/A
Size CF = 1.30 1.10 N/A N/A
Flat Use Cfu = 1.00 N/A N/A N/A
Sill PL Incising Ci = 1.00 1.00 1.00 1.00
Fb Fc // E Fc -| Emin Repetitive Member Cr = 1.15 N/A N/A N/A
Reference 900 1350 1600000 625 580000 Column Stability (P) CP = N/A 0.36 N/A N/A
Adjusted (P) 533 1600000 781 580000 Column Stability (P+w) CPw = N/A 0.23 N/A N/A
Adjusted (P+w) 1346 558 1600000 781 580000 Bearing Area Cb = N/A N/A N/A 1.25
1485
2152.8 2376
Adjustment Factors
How to
Enter Data
Designed on: April 12, 2016
DL + FL
Douglas Fir-Larch
No.2
Design Values (psi)
Douglas Fir-Larch
No.2
Studs
Strength Check 1
PrintOrder Pro VersionDeveloped by:
Forum Engineers
P
H
w
Setup
ASD Method
YesNo
YesNo
<19% >19%
<100 100~125 125~150
YesNo
No Yes
Set Duration Factors
Set Ef f ectiv e-Length Factor
Version: 3.1
Set Def lection Limit
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WallStudDesign:StrengthCheck2
C&CWindLoads:ASCE7Fig.30.4-1
a=Lesserof:
• 10%leasthorizontaldimension(LHD)90’*0.1=9’• 0.4h=0.4*26=10.4’.
Butnotlessthan:
• 0.04LHD=3.6’or3’
Usea=9’forzone5
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StrengthCheck2:C&CWindLoads
Wallstudsare13’longEWA=h2/3=56ft2
Zone4:GCpf =-0.97GCpi =-0.18(Table26.11-1)Zone5:GCpf=-1.1
ASCE7-10Figure30.4-1
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Runningthenumbers– Zone4
• GCpf:0.97(Figure30.4-1)• GCpi:0.18(Table26.11-1)• qh =0.00256KzKztKdV2
§ Kh :0.98- Table30.3-1§ Kzt :1.00- Figure26.8-1§ Kd :0.85- Table26.6-1§ V:110mph
• qh =25.8psf• p=25.8psf(0.97+0.18)=29.7psf• 0.6W=0.6(29.7)=17.8psf
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StrengthCheck2&DeflectionCheck(Zone4)
2x6DF#2Studs@16”o.c.OKforStrengthCheck2&DeflectionCheck
Member #
Location :
Sits on Sill Plate ? Yes
** Dimension Lumber ** ** Dimension Lumber **
Yes Nominal Size : ( 1 ) 2 x 6 Sill Plate Nominal Size : 2 x 6
DochDN.2 Species = Species or Symbol = DochDN.2
No.226 Grade = Grade = No.226
2400f-2.0E 1500f-1.4E
Bearing at < 3" of Sill End? No
Height ( H ) = 13 ft - 0 in P = 1357 lb =
Unbraced Length ( l 1 ) = 13 ft - 0 in w = 23.7 plf = Wind
Unbraced Length ( l 2 ) = 2 ft - 0 in lu = 13 ft - 0 in 13
(pressed-down buttons are selected)
Yes Repetitive Use ?
No 1.00 Incised for PT ?
No Flat Use :
< 19% 1.60 Moisture Content : for P only, fc (psi) = 164 < 533 = Fc //
< 100 Temperature (° F) : for P + w, fc (psi) = 164 < 558 = Fc //
1.00 C D = 1.00 (P) & 1.60 (P+w) (1.3/2) fb (psi) = 516 < 1346 = Fb
1.60 K = 1.00 (fc / F'c)2 + fb / [F'b (1 - fc / Fce)] = 0.62 < 1.00 OK
∆ / H = 360 Mid-H Deflection due to w, ∆ (inch) = 0.32 < H / 360 OK
Section Properties
Post/Stud Sill PL
breadth (b) = 1.5 in 1.5 Sill PL
depth (d) = 5.5 in 5.5 Bending Comp // E Comp -|
Area (A) = 8.3 in^2 8.3 Wet Service CM = 1.00 1.00 1.00 1.00
Section Modulus (S) = 7.6 in^3 Temperature Ct = 1.00 1.00 1.00 1.00
Moment of Inertial (I) = 20.8 in^4 Beam Stability CL = 1.00 N/A N/A N/A
Size CF = 1.30 1.10 N/A N/A
Flat Use Cfu = 1.00 N/A N/A N/A
Sill PL Incising Ci = 1.00 1.00 1.00 1.00
Fb Fc // E Fc -| Emin Repetitive Member Cr = 1.15 N/A N/A N/A
Reference 900 1350 1600000 625 580000 Column Stability (P) CP = N/A 0.36 N/A N/A
Adjusted (P) 533 1600000 781 580000 Column Stability (P+w) CPw = N/A 0.23 N/A N/A
Adjusted (P+w) 1346 558 1600000 781 580000 Bearing Area Cb = N/A N/A N/A 1.25
1485
2152.8 2376
Adjustment Factors
How to
Enter Data
Designed on: April 12, 2016
DL + FL
Douglas Fir-Larch
No.2
Design Values (psi)
Douglas Fir-Larch
No.2
Studs
Strength Check 1
PrintOrder Pro VersionDeveloped by:
Forum Engineers
P
H
w
Setup
ASD Method
YesNo
YesNo
<19% >19%
<100 100~125 125~150
YesNo
No Yes
Set Duration Factors
Set Ef f ectiv e-Length Factor
Version: 3.1
Set Def lection Limit
![Page 86: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/86.jpg)
• GCp:1.1(Figure30.4-1)• GCpi:0.18(Table26.11-1)• qh =0.00256KzKztKdV2
§ Kh :0.98- Table30.3-1§ Kzt :1.00- Figure26.8-1§ Kd :0.85- Table26.6-1§ V:110mph
• qh =25.8psf• p=25.8psf(1.1+0.18)=33psf• 0.6W=0.6(33)=19.8psf
Runningthenumbers– Zone5
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StrengthCheck2&DeflectionCheck(Zone5)
2x6DF#2Studs@16”o.c.OKforStrengthCheck2&DeflectionCheck
Member #
Location :
Sits on Sill Plate ? Yes
** Dimension Lumber ** ** Dimension Lumber **
Yes Nominal Size : ( 1 ) 2 x 6 Sill Plate Nominal Size : 2 x 6
DochDN.2 Species = Species or Symbol = DochDN.2
No.226 Grade = Grade = No.226
2400f-2.0E 1500f-1.4E
Bearing at < 3" of Sill End? No
Height ( H ) = 13 ft - 0 in P = 1357 lb =
Unbraced Length ( l 1 ) = 13 ft - 0 in w = 26.4 plf = Wind
Unbraced Length ( l 2 ) = 2 ft - 0 in lu = 13 ft - 0 in 13
(pressed-down buttons are selected)
Yes Repetitive Use ?
No 1.00 Incised for PT ?
No Flat Use :
< 19% 1.60 Moisture Content : for P only, fc (psi) = 164 < 533 = Fc //
< 100 Temperature (° F) : for P + w, fc (psi) = 164 < 558 = Fc //
1.00 C D = 1.00 (P) & 1.60 (P+w) (1.3/2) fb (psi) = 575 < 1346 = Fb
1.60 K = 1.00 (fc / F'c)2 + fb / [F'b (1 - fc / Fce)] = 0.68 < 1.00 OK
∆ / H = 360 Mid-H Deflection due to w, ∆ (inch) = 0.36 < H / 360 OK
Section Properties
Post/Stud Sill PL
breadth (b) = 1.5 in 1.5 Sill PL
depth (d) = 5.5 in 5.5 Bending Comp // E Comp -|
Area (A) = 8.3 in^2 8.3 Wet Service CM = 1.00 1.00 1.00 1.00
Section Modulus (S) = 7.6 in^3 Temperature Ct = 1.00 1.00 1.00 1.00
Moment of Inertial (I) = 20.8 in^4 Beam Stability CL = 1.00 N/A N/A N/A
Size CF = 1.30 1.10 N/A N/A
Flat Use Cfu = 1.00 N/A N/A N/A
Sill PL Incising Ci = 1.00 1.00 1.00 1.00
Fb Fc // E Fc -| Emin Repetitive Member Cr = 1.15 N/A N/A N/A
Reference 900 1350 1600000 625 580000 Column Stability (P) CP = N/A 0.36 N/A N/A
Adjusted (P) 533 1600000 781 580000 Column Stability (P+w) CPw = N/A 0.23 N/A N/A
Adjusted (P+w) 1346 558 1600000 781 580000 Bearing Area Cb = N/A N/A N/A 1.25
1485
2152.8 2376
Adjustment Factors
How to
Enter Data
Designed on: April 12, 2016
DL + FL
Douglas Fir-Larch
No.2
Design Values (psi)
Douglas Fir-Larch
No.2
Studs
Strength Check 1
PrintOrder Pro VersionDeveloped by:
Forum Engineers
P
H
w
Setup
ASD Method
YesNo
YesNo
<19% >19%
<100 100~125 125~150
YesNo
No Yes
Set Duration Factors
Set Ef f ectiv e-Length Factor
Version: 3.1
Set Def lection Limit
![Page 88: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/88.jpg)
GableEndWallHinge
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GableEndBracingDetails
• Gableendwallandroofframingmayrequirecrossbracing
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FullHeightStudsatGableEndWalls
• Ifnoopeningsingableendwallexist,candesignstudstospanfromfloor/foundationtoroof(varyingstudheights).Mayrequirecloserstudspacings attallerportionsofwall
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GableEndWallswithOpenings
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GableEndWallswithOpenings
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GableEndWallGirts&Jambs
• Oftengableendwallsarelocationsoflargewindows• Horizontally spanningmemberinplaneofwallbreaksstudlength,providesallowable
opening
Verticallyspanningjambs
Horizontallyspanning
girts
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DroppedHeaders:OutofPlaneBraced?
OutofPlaneBracing
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SmallRetailBuilding– NorthernCA
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SmallRetailBuilding– NorthernCA
![Page 97: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/97.jpg)
WoodFramedStair/ElevatorShaftWalls
![Page 98: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/98.jpg)
WoodFramedStair/ElevatorShaftWalls
![Page 99: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/99.jpg)
StairwayShaftEnclosures&Framing
IntermediateStairLanding
WhenStairShaftWallisExteriorWall
WallPlatesatTypicalFloorElevation– CreatesPotential“Hinge”
![Page 100: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/100.jpg)
WallFramingatShafts
IntermediateStairLanding
Framing
Shaftwall
StairExteriorWallDetail
StairShaftSide
ExteriorSide
Consider“Hinge”atwallplatesforout-of-planewind&seismicloadsduetolackofadjacentfloor:• Installadditional
member(rim)tospanhorizontally
• Optionsincludesolidsawnlumber(4xor6x),glulam,PSL
• Ifmulti-plymember,uniquedesignconsiderations
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StairwayShaftEnclosures&Framing
![Page 102: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/102.jpg)
StairwayShaftEnclosures&Framing
IntermediateStairLanding
ExteriorWallPlateElevationsShiftedDowntoIntermediate
LandingElevation
• EliminatesHingeEffect• AvoidsInterferencewith
LandingWindows
WhenStairShaftWallisExteriorWall
![Page 103: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/103.jpg)
Overview
• CalculatingWindLoads• Uplift• WallDesign• Diaphragms• Shearwalls
![Page 104: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/104.jpg)
DiaphragmDesign
![Page 105: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/105.jpg)
WindLoadDistributiontoDiaphragm
WINDINTODIAPHRAGMS
WINDSURFACELOADSONWALLS
![Page 106: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/106.jpg)
WindLoadPaths
WINDINTODIAPHRAGMSASUNIFORMLINEARLOADS
![Page 107: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/107.jpg)
WindLoadPaths
DIAPHRAGMSSPANBETWEEN
SHEARWALLS
WINDINTOSHEARWALLSASCONCENTRATEDLOADS
![Page 108: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/108.jpg)
StudtoDiaphragm
WINDLOAD
DIAPHRAGMSHEATHING
Floor/Roofframingperpendiculartowalls
FLOORJOIST
![Page 109: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/109.jpg)
StudtoDiaphragm
WINDLOAD
DIAPHRAGMSHEATHING
Floor/Roofframingparalleltowalls(addblocking)
FLOORJOIST
BLOCKING
![Page 110: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/110.jpg)
UnblockedDiaphragm
![Page 111: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/111.jpg)
BlockedDiaphragm
![Page 112: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/112.jpg)
WoodFrameLateralDesign
IBC:ReferencesSpecialDesignProvisionsforWind&Seismic(SDPWS)forcapacitiesofmost woodframed
lateralsystems.IBCprovidescapacityofstapledWSPandgypsumshearwalls
SDPWS:Providescapacitiesofmostwood-framedverticalandhorizontallateralforceresisting
systems
![Page 113: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/113.jpg)
AssumeBasicWindSpeed=115mphUltimate
ExposureB
DiaphragmDesign
• Capacity
Shearwall Design• Conventional• ForceTransferAroundOpening• PerforatedShearwall
Example:RetailRestaurant
![Page 114: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/114.jpg)
RetailRestaurant– DiaphragmDesign
CriticalShearwall atfrontofbuildingCheckDiaphragmforwindloadson84’wall
84’
34’
10’6’ 8’5’
6’
6’
6’6’
6’
3’3’
4’
29’24’
![Page 115: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/115.jpg)
DiaphragmAspectRatios
SDPWSTABLE4.2.4TYPE- MAXIMUMLENGTH/WIDTHRATIO
Foran84x34diaphragmtheaspectratiois2.5<3.DiaphragmaspectratioisOK.
Woodstructural panel,unblocked 3:1Woodstructural panel,blocked 4:1Single-layerstraightlumbersheathing 2:1Single-layerdiagonallumbersheathing 3:1
Double-layerdiagonallumbersheathing 4:1
![Page 116: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/116.jpg)
CalculatingMWFRSWindLoadsCalculatewindpressureusingDirectionalMethod(ASCE7Chpt 27)
p=qh[(GCpf)-(GCpi)]
qh =0.00256*0.57*1.0*0.85*1152*1=16.4psf
GCpf =0.85*[0.8– (-0.3)]=0.935
GCpi =0.18- 0.18=0
p=(16.4psf)(0.935)=15.34psf
0.6*W=0.6*15.34=9.2 psf onwalls
Usemin9.6psf perASCE27.1.5
ASCE7-10Figure27.4-1
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ParapetDesign– Figure27.6-2
Atparapetswindwardandleewardpressuresoccuroneachparapet.
Section27.4.5:Pp =q(GCpn)GCpn =1.5Windwardparapet,-1.0LeewardparapetWindwardParapetGCpf is1.5:16.4*1.5*0.6=14.76psfLeewardParapetGCpf is1.0:16.4*1.0*0.6=9.84psfNetParapet=14.76+9.84=24.6psf
![Page 118: Designing Wood Frame Structures For High Winds Wood Frame Structures For High Winds Ricky McLain, MS, PE ... The main changes in wind loads from ASCE 7-05 to ... •ASCE 7-05 § Wind](https://reader031.fdocuments.us/reader031/viewer/2022021823/5b38365e7f8b9a5a178d1b27/html5/thumbnails/118.jpg)
RetailRestaurant– DiaphragmDesign
84’
34’
10’6’ 8’5’
6’
6’
6’6’
6’4’
29’24’
10’
3’3’
P=(9.6psf*(5’+3’)+(24.6)*3’)*(84’/2)=6,325lb
νdiaphragm =6,325lb/34’νdiaphragm =186plf
P
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DiaphragmTypes
CASE1DIAPHRAGM•HigherShearValues•Panelsperpendiculartofloorframingforimprovedperformance
CASES2-6Maybepreferredforlowsheardemandwherechangingframingdirectionhelps•HVACruns•FireBlocking/DraftStopping
RoofTrusses4x8sheathingN-S
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DiaphragmTypes
SDPWSTables4.2A&B
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DiaphragmCapacity- SDPWSChpt 4
• CapacitiesareNominal:ModifybyASDreductionfactorof2,ModifybyLRFDmultiplicationfactorof0.8
• CapacityisreducedforspecieswithSpecificGravity<0.5• ForSprucePineFirmultiplyby0.92
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DiaphragmCapacity:SDPWSTable4.2C
PANELGRADE
COMMONNAILSIZEORSTAPLEfLENGTHANDGAGE
MINIMUMFASTENERPENETRATIONINFRAMING
MINIMUMPANELTHIICKNESS
MINIMUMNOMINALWIDTHOFFRAMINGMEMBERSATADJOININGPANELEDGESANDBOUNDARIESg
NAILSPACINGATALLPANELEDGES
Case1(Nounblockededgesorcontinuousjointsparalleltoload)
Allotherconfigurations(Cases2,3,4,5and6)
Sheathing&singlefloor
8d(2½“x0.131”)
13/8”
7/16”
2IN. 6IN. 460(Seismic)645(Wind)
340(Seismic)475(Wind)
3IN. 6IN. 510(Seismic)715(Wind)
380(Seismic)530(Wind)
CapacityisreducedforspecieswithSpecificGravity<0.5.ForSprucePineFirmultiplyby0.92
Capacity =(645plf)(0.92)/2=297plf297plf >186plf,diaphragmisadequatewithsheathing&fasteningasshownabove
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Multi-StoryWindDesign
FloorPlanSource:WoodWorks Five-StoryWood-FrameStructureoverPodiumSlabDesignExample
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DiaphragmModelingMethods
Possible Shear Wall Layouts
Typical Unit
7654321
D
C
B
A
NotusingallsharedwallsforShear
RobustDiaphragmAspectRatio
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DiaphragmModelingMethods
Possible Shear Wall Layouts
Typical Unit
7654321
D
C
B
A
Butmaybenotmuchwallavailableonexterior
RobustDiaphragmAspectRatio
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LightFrameWoodDiaphragmsoftendefaulttoFlexibleDiaphragms
CodeBasis:ASCE7-1026.2Definitions(Wind)Diaphragmsconstructedofwoodstructuralpanelsarepermittedtobeidealizedasflexible
CodeBasis:ASCE7-1012.3.1.1(Seismic)Diaphragmsconstructedofuntopped steeldeckingorwoodstructuralpanelsarepermittedtobeidealizedasflexibleifanyofthefollowingconditionsexist:[…]c.Instructuresoflight-frameconstructionwhereallofthefollowingconditionsaremet:
1.Toppingofconcreteorsimilarmaterialsisnotplacedoverwoodstructuralpaneldiaphragmsexceptfornonstructural toppingnogreaterthan11/2in.thick.2.EachlineofverticalelementsoftheseismicforceresistingsystemcomplieswiththeallowablestorydriftofTable12.12-1..
RigidorFlexibleDiaphragm?
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Hypothetical FlexibleDiaphragm Distribution
Typical Unit
7654321
D
C
B
A
Areatributarytocorridorwallline
Areatributarytoexteriorwall
line
23%
23%
27%27%
Largeportionofloadonlittle
wall
Changing wall construction does NOT impact load to wall line
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Hypothetical RigidDiaphragm Distribution
Typical Unit
7654321
D
C
B
A
Longer,stifferwallsreceivemoreload
Diaphragmassumedtoberigidbody.
10%
10%
40%40%
Narrow,flexiblewallsreceiveless
load
Changing wall construction impacts load to wall line
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ASCE7-1012.3.1.3(Seismic)
[Diaphragms]arepermittedtobeidealizedasflexible wherethecomputedmaximumin-planedeflectionofthediaphragmunderlateralloadismore
thantwotimestheaveragestorydriftofadjoiningverticalelementsoftheseismicforce-resistingsystemoftheassociatedstoryunderequivalenttributarylateralloadasshowninFig.12.3-1.
IBC2012Chapter2Definition(Wind&Seismic)
Adiaphragmisrigid forthepurposeofdistributionofstoryshearandtorsionalmomentwhenthelateraldeformationofthe
diaphragmislessthanorequaltotwotimestheaveragestory
drift.
CanaRigidDiaphragmbeJustified?
Average drift of walls
Maximum diaphragm deflection
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SomeAdvantagesofRigidDiaphragm• Moreload(plf)tolongerinterior/corridorwalls• Lessload(plf)tonarrowwallswhereoverturningrestraintistougher• Cantuneloadstowallsandwalllinesbychangingstiffnessofwalls
SomeDisadvantagesofRigidDiaphragm• Considerationsoftorsionalloadingnecessary• Morecomplicatedcalculationstodistributeloadtoshearwalls• Mayunderestimate“Real”loadstonarrowexteriorwalls• Justificationofrigidassumption
RigidDiaphragmAnalysis
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Semi-RigidDiaphragmAnalysis• Neitheridealizedflexiblenoridealizedrigid• Explicitmodelingofdiaphragmdeformationswithshearwalldeformationstodistributelateralloads• Noteasy.
EnvelopingMethod• IdealizedasBOTHflexibleandrigid.• Individualcomponentsdesignedforworstcasefromeachapproach• Beenaroundawhile,officiallyrecognizedinthe2015SDPWS
TwoMoreDiaphragmApproaches
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Possible Shear Wall Layouts
Typical Unit
7654321
D
C
B
A
TheCantileverDiaphragmOption
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Possible Shear Wall Layouts
Typical Unit
7654321
D
C
B
A
RobustAspectRatiobutonlysupportedon
3sides…
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OpenFrontStructure CantileverDiaphragm
CantileveredDiaphragmsinSDPWS2008
AWCSDPWS2008Figure4AAWCSDPWS2008Figure4B
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OpenFrontStructureSDPWS4.2.5.1.1L≤25ftL/W≤1,onestory
≤2/3,multi-story
CantileveredDiaphragmsinSDPWS2008
Exception:Wherecalculationsshowthediaphragmdeflectionscanbetolerated,thelength,L,canbeincreasedtoL/W≤1.5forWSPsheatheddiaphragms.
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CantileveredDiaphragmSDPWS4.2.5.2Lc ≤25ftLc/W≤2/3
CantileveredDiaphragmsinSDPWS2008
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Possible Shear Wall Layouts
Typical Unit
7654321
D
C
B
A
OpenFrontStructureorCantileveredDiaphragm?
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CantileveredDiaphragmsinSDPWS2015
OpenFrontStructurewithaCantileveredDiaphragm
AWCSDPWS2015Figure4A
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CantileveredDiaphragm SDPWS4.2.5.2L’/W’≤1.5WhenTorsionally Irregular
L’/W’≤1,onestory2/3,multi-story
L’≤35 ft
OpenFrontStructure&CantileveredDiaphragmsinSDPWS2015
Provideddiaphragmsmodelledasrigidorsemi-rigidandforseismic,thestorydriftateachedgeofthestructurewithinallowablestorydriftofASCE7.Storydriftsincludetorsionandaccidentaltorsionalloadsanddeformationsofthediaphragm.
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SmallOpeningsinDiaphragms
http://cwc.ca/wp-content/uploads/2013/11/Design-example-of-designing-for-openings-in-wood-diaphragm.pdf
Accountingforopeningsinshearpanels(diaphragmsandshearwalls)isacoderequirement(IBC2305.1.1)
Nocodepathforcheckingminimumsizeopeninglimit(otherthanprescriptivedesign– IBC2308.4.4.1&2308.7.6.1)
Doyouneedtoaccountfora12”squareopeninginadiaphragm?
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SmallOpeningsinDiaphragms
FPInnovationsmethodforcheckingsmallholesindiaphragms:
Recommendrunningananalysisoftheopening’seffectsonthediaphragmunlessthefollowingconditionsaremet.
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Overview
• CalculatingWindLoads• Uplift• WallDesign• Diaphragms• Shearwalls
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WindLoadscreateshear(sliding)andrackingforcesonastructure
Slidingresistedbyshearwall baseanchorageRackingresistedbyshearpanel&fasteners
Shearwall Functions
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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.12”o.c.
BoundaryNailing–Typ.2”– 6”o.c.
BoundaryNailing:Attachesall4edgesofeverypaneltowallframing(studs,blocking,top&soleplates)
FieldorIntermediateNailing:Attachespaneltointermediatewallframing(studs)notalongpaneledges
SheathingPanelsOSBorPlywood
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PanelFasteners
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Duetocantilevernatureofshearwalls,overturningforcesarealsogenerated
Overturningforcesareresistedbytension/compressioncouple–tensionportionresistedbydeadloadsandholddownanchors
Shearwalls - Overturning
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Shearwall - CantileverMember
Tensionedge
Compressionedge
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ShearWallComponents:BaseAnchorage,EndPosts&HoldDowns
Strut/collector
SolePlateUniformAnchorage:Transfersshearfromwallsoleplatetofloor/wallorfoundationbelow.
SolePlateUniformAnchorage(Nails,Screws,Anchor
Bolts)
WallEndPost&HoldDown:Transfersverticaltension&compressionforcestofloor/wallorfoundationbelow.
WallEndPost&HoldDown
WallEndPosts(SizedforTension&Compression)
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ShearWallHoldown Options
StandardHoldownInstallationStrapHoldown
Installation
…………
………
Continuous RodTiedown Systems
6+kipstorytostorycapacities
13+kipcapacities
100+kipcapacities20+kips/level
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ThreadedRodTieDownw/TakeUpDevice
Source:Strongtie Source:hardyframe.com
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ThreadedRodTieDownw/oTakeUpDevice
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Shearwall AspectRatio
NDSSDPWSTABLE4.3.4
MAXIMUMSHEARWALLDIMENSIONRATIOS
1.ForWSPshear walls with AR>2:1,multiply shear wall capacity by1.25- 0.125h/bs
Woodstructural panels,blocked 3½:11
Woodstructural panels,unblocked 2:1
Diagonalsheathing, single 2:1
StructuralFiberboard 3½:13
Gypsumboard,portland cementplaster 2:12
L
H
AR=H/L
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WSPShearwall Capacity• CapacitieslistedinAWC’sSpecialDesign
ProvisionsforWindandSeismic(SDPWS)• Sheathedshearwallsmostcommon.Canalso
usehorizontalanddiagonalboardsheathing,gypsumpanels,fiberboard,lathandplaster,andothers
• Blockedshearwallsmostcommon.SDPWShasreductionfactorsforunblockedshearwalls
• Capacitiesaregivenasnominal:mustbeadjustedbyareductionorresistancefactortodetermineallowableunitshearcapacity(ASD)orfactoredunitshearresistance(LRFD)
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Shearwall Capacity- SDPWSChpt 4
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Shearwall Capacity- SDPWSChpt 4
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RetailRestaurant– Shearwall Design
84’
34’
10’6’ 8’5’
6’
6’
6’6’
6’4’
29’24’
10’
3’3’
P =6,325lb – fromdiaphragmcalcs usingDirectionalMethod
Let’sseewhathappenswhenweuseEnvelopeMethodtocalculateMWFRSloadstofrontshearwall
P
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CalculatingMWFRSWindLoadsCalculatewindpressureusingEnvelopeMethod(ASCE7Chpt 28)
p=qh[(GCpf)-(GCpi)]
qh =0.00256*0.70*1.0*0.85*1152*1=20.14psf
GCpf (Zones1&4) =0.4– (-0.29)=0.69(ASCE7Fig.28.4-1)
GCpf (Zones1E&4E) =0.61– (-0.43)=1.04(ASCE7Fig.28.4-1)
GCpi=0.18- 0.18=0
P1&4=(20.14psf)(0.69)=13.9psf;0.6*W=0.6*13.9=8.3psfwallstyp.
P1E&4E=(20.14psf)(1.04)=20.9psf;0.6*W=0.6*20.9=12.5psf wallscrnr
ASCE7-10Figure28.4-1
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CalculatingMWFRSWindLoads
ASCE7-10Figure28.4-1
a=Lesserof:
• 10%leasthorizontaldimension(LHD)34’*0.1=3.4’• 0.4h=0.4*13’=5.2’.
Butnotlessthan:
• 0.04LHD=1.4’or3’
Usea=3.4’forzones1E&4E
2a=3.4’*2=6.8’
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ParapetDesign– Section28.4.2
Atparapetswindwardandleewardpressuresoccuroneachparapet.
Section28.4.2:Pp =q(GCpn)GCpn =1.5Windwardparapet,-1.0LeewardparapetWindwardParapetGCpf is1.5:20.14*1.5*0.6=18.12psfLeewardParapetGCpf is1.0:20.14*1.0*0.6=12.08psfNetParapet=18.12+12.08=30.2psf
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RetailRestaurant– Shearwall Design
84’
34’
10’6’ 8’5’
6’
6’
6’6’
6’4’
29’24’
10’
3’3’
P
6.8’12.5psf8.3psf
77.2’
P=(8.3psf*(5’+3’)+(30.2)*3’)*(84’/2)+((12.5psf-8.3psf)*(5’+3’))*6.8’*(77.2’/84’)=6,804lb(forcomparison:Directionalmethodgaveus6,325lb)
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Directionalvs.Envelope
Onespecificinstancewhenenvelopeloadscanbehigher
thandirectional:VelocityExposureCoefficient,Kh
BuildingH<30ft,ExposureB
Envelope– Table28.3-1
Directional– Table27.3-1
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Questions?
ThisconcludesTheAmericanInstituteofArchitectsContinuingEducationSystemsCourse RickyMcLain,MS,PE,SE
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