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Copyright 2013 American Wood CouncilAll rights reserved.
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Presented by:Speaker Name
ShearWallDesignExamples
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CopyrightMaterials www.awc.org
This presentation is protected by US and International Copyright laws. Reproduction, distribution, display
and use of the presentation without written permission is prohibited.
American Wood Council 2013
Copyright 2013 American Wood CouncilAll rights reserved.
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LearningObjectives www.awc.org
At the end of this program, participants will:
IdentifyandunderstandthebasicshearwallsystemtoresistwindandseismicloadsUnderstandthedifferencebetweensegmentedandperforatedshearwalldesignUnderstandholddowndesignBeabletoidentifyandanalyzeshearwallsperthe IRC,WFCM,and SDPWSandunderstandthedifferencesbetweenthem
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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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DesignExample IRC2009IRCBracedWalls
30'spanwith5/12roofpitchEavetoridgeheight=6.25'BraceWallLength=13'(0.9)=11.7'
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DesignExample IRC2009IRCBracedWalls
' ' OKLess than 3' NG
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DesignExample IRC2009IRCBracedWalls
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)
DesignExample www.awc.org
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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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2001WFCMHighWindGuide 100mphExp.B
AssumesPerforatedShearWall(PSW)
DesignExample WFCMHWG www.awc.org
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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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2001WFCMHighWindGuide 100mphExp.B
36' x48.6%=17.5' < 21' OK
DesignExample WFCMHWG www.awc.org
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2001WFCMHighWindGuide 100mphExp.B
PSWrequiresholddownsatendsandfullysheathedwall
DesignExample WFCMHWG www.awc.org
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2001WFCMHighWindGuide 100mphExp.B
HoldDowns=4,360lbs*
* Need to combine with top floor hold down requirements
DesignExample WFCM HWG www.awc.org
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1. 2009IRCBracedWalls2. 2001WFCMHighWindGuide3. 2001WFCMPrescriptive4. 2001WFCMEngineered5. 2008SDPWS
DesignExample www.awc.org
Copyright 2013 American Wood CouncilAll rights reserved.
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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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1. 2009IRCBracedWalls2. 2001WFCMHighWindGuide3. 2001WFCMPrescriptive4. 2001WFCMEngineered5. 2008SDPWS
DesignExample www.awc.org
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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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1. 2009IRCBracedWalls2. 2001WFCMHighWindGuide3. 2001WFCMPrescriptive4. 2001WFCMEngineered5. 2008SDPWS
DesignExample www.awc.org
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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
hold down requirements
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
hold down requirements
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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Questions?
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