Shear Wall Design Examples

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Presented by:Speaker Name

ShearWallDesignExamples

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American Wood Council 2013


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LearningObjectives www.awc.org

At the end of this program, participants will:

IdentifyandunderstandthebasicshearwallsystemtoresistwindandseismicloadsUnderstandthedifferencebetweensegmentedandperforatedshearwalldesignUnderstandholddowndesignBeabletoidentifyandanalyzeshearwallsperthe IRC,WFCM,and SDPWSandunderstandthedifferencesbetweenthem

Copyright 2013 American Wood Council

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DesignExample1. 2009IRCBracedWalls2. 2001WFCMHighWindGuide3. 2001WFCMPrescriptive4. 2001WFCMEngineered5. 2008SDPWS

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DesignExampleAssumptions100mph(3secgust)ExposureB5/12roofpitch8'wallsL=36'W=30'WoodStructuralPanelSheathing

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DesignExample

Design first floor shear wall

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DesignExample1. 2009IRCBracedWalls2. 2001WFCMHighWindGuide3. 2001WFCMPrescriptive4. 2001WFCMEngineered5. 2008SDPWS

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DesignExample IRC2009IRCBracedWalls

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30'spanwith5/12roofpitchEavetoridgeheight=6.25'BraceWallLength=13'(0.9)=11.7'

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' ' OKLess than 3' NG

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Assuming 2' panel on perpendicular wall at each corner no hold-downs required (R602.10.1.4.1)

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1. 2009IRCBracedWalls2. 2001WFCMHighWindGuide3. 2001WFCMPrescriptive4. 2001WFCMEngineered5. 2008SDPWS

DesignExample www.awc.org


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SegmentedShearWallMethod www.awc.org

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PerforatedShearWallMethod www.awc.org


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Shear/uplift anchorage design tables are found here:Wind (Exposure B)Table 3.2 Sill or Bottom Plate Connections (plf capacity)Table 3.2A Wind Shear Loads - 1/2 & 5/8 Anchor Bolts (numbers of bolts in shear wall line)Table 3.2B Wind Shear Loads - 1/2 & 5/8 Anchor Bolts (bolt spacing)Table 3.2C Wind Uplift Loads (bolt spacing)Table 3.4 Rafter/Truss Connections (lbs capacity)


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2001WFCMHighWindGuide 100mphExp.B

L/W =36/30=1.2

Interpolate=48.6%

DesignExample WFCMHWG www.awc.org


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AssumesPerforatedShearWall(PSW)


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7/16 wood structural panel continuous height over wall plates

8d common nails @ 6 OC on panel perimeter

8d common nails @ 12 OC in field

1/2 gypsum wallboard on interior

5d cooler nails @ 7 OC on panel perimeter

5d cooler nails @ 10 OC in field

panel exterior panel interior

Here are standard assembly details for shear wall panels from 2001 WFCM 3.4.4.2

DesignExample WFCM HWG www.awc.org


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36' x48.6%=17.5' < 21' OK


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PSWrequiresholddownsatendsandfullysheathedwall



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HoldDowns=4,360lbs*

* Need to combine with top floor hold down requirements

DesignExample WFCM HWG www.awc.org

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2001WFCMPrescriptive interpolate=6.9'DesignExample WFCM www.awc.org

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Segmentedshearwall

DesignExample WFCM2001WFCMPrescriptive interpolate=6.9'

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2001WFCMPrescriptiveDesignExample WFCM www.awc.org

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2001WFCMPrescriptive 6.9' x1.3=9'

Whatifwedontcountthegypsumoninterior?

DesignExample WFCM www.awc.org


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Segmentedshearwall assumingnointeriorgypsum13' >9' OK

2001WFCMPrescriptive required=9'DesignExample WFCM www.awc.org

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Segmentedshearwall requiresholddownsoneachsegment

2001WFCMPrescriptive HolddownsDesignExample WFCM www.awc.org


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Hold Downs*= 3,488 lbsw/ gypsum

3,488 / 1.3= 2,683 lbsw/o gypsum

* Need to combine with top floor hold down requirements

2001WFCMPrescriptive HolddownsDesignExample WFCM www.awc.org

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PSWrequiresholddownsatendsandfullysheathedwall

DesignExample WFCM2001WFCMPrescriptive PSW

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% Full-height sheathing21' / 36' = 58%

Interpolated= 1.34

6.9'(1.34) = 9.2'w/ gypsum

9'(1.34) = 12.1'w/o gypsum

21' Full-height sheathing > 12.1' OK

DesignExample WFCM2001WFCMPrescriptive PSW

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2001WFCMEngineeredwroof =82plfwfloor =103plfwtotal =185plf185(30')/2=2,775lbs

DesignExample WFCM www.awc.org

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DesignExample WFCM2001WFCMPrescriptive Engineered

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RequiredCapacity=2,775lbs7/16WSP=240plf240(1.4)=336plf (Footnote1)Gypsum=100plf (Table3C)Total=436plf2,775/436=6.4'(w/gypsum)2,775/336 =8.3' (w/ogypsum)

DesignExample WFCM2001WFCMPrescriptive Segmented

GypsumWallboard2 1/2 5d Cooler Nails Unblocked74

10031253

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2,775 lbs

8' > 6.4' assuming interior gypsum OK

DesignExample WFCM2001WFCMEngineered Segmented

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2,775 lbs

13' > 8.3' assuming NO interior gypsum OK

DesignExample WFCM2001WFCMEngineered Segmented

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SupplementTable3BV=2,775lbsv=436plf (w/gypsum)v=336plf (w/ogypsum)%FHSheathing=58%InterpolatedFactor =0.62436(0.62)=270plf2,775/270 =10.3' (w/ gypsum)336(0.62)=208plf2,775/208=13.3'(w/ogypsum)

DesignExample WFCM2001WFCMEngineered PSW

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21' Full-height sheathing > 13.3' OK

DesignExample WFCM2001WFCMEngineered PSW

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T=vhv=436plf (w/gypsum)v=336plf (w/ogypsum)h=8'T=436(8')=3,488lbsT=336(8')=2,688lbs*Need to combine with top floor

hold down requirements

DesignExample WFCM2001WFCMEngineered Holddowns

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2008SDPWS WSPCapacity

ASDCapacity=670/2=335plf

DesignExample SDPWS www.awc.org


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ASDCapacity=200/2=100plf

DesignExample SDPWS2008SDPWS GypsumCapacity

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RequiredCapacity=2,775lbsWSP=335plfGypsum=100plfTotal=435plf2,775/435=6.4'(w/gypsum)2,775/335=8.3'(w/ogypsum)

DesignExample SDPWS2008SDPWS GypsumCapacity

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2,775 lbs

DesignExample SDPWS2008SDPWS SegmentedShearWall

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Co =0.62w/gypsum435(0.62)=2702,775/270=10.3'w/ogypsum335(0.62)=2082,775/208=13.3'21'Fullheightsheathing>13.3' OK

DesignExample SDPWS2008SDPWS PerforatedShearWall

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DesignExample SDPWS2008SDPWS PerforatedShearWall

2,775 lbs

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T=vhv=2,775/8' =347plfh=8'T=347(8')=2,775lbs**Need to combine with top floor


DesignExample SDPWS2008SDPWS Holddowns*(Segmented)

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V=2,775lbsh=8'Co =0.62Li =21'T=1,705lbs*Need to combine with top floor


DesignExample SDPWS2008SDPWS Holddowns*(PSW)

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Code/Standard Segmented ShearWallLengthPerforatedShear

WallLengthHolddown

Requirements

2009IRCBracedWalls 11.7' n/a none2001WFCMHighWindGuide n/a 17.5' 4,360lbs2001WFCMPrescriptive 6.9'(9') 9.2'(12.1') 3,488(2,683)lbs2001WFCMEngineered 6.4'(8.3') 10.3'(13.3') 3,488(2,688)lbs

2008SDPWS 6.4'(8.3') 10.3'(13.3') 2,775lbs1,705lbs(PSW)

1st of2Story;30' span;5/12pitch; 100mphExp.B

Parentheticalvaluesassume NOinterior gypsum

DesignExample Summary www.awc.org


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Shear Wall Design Examples

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