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Engineering calcsP.O. BOX 108, MILTON, WA 98354 Phone (253) 344-1666 ENGINEERING, PLLC PHILLIPS STRUCTURAL ORIGINAL STAMP MUST BE RED TO BE VALID SEPT. 9, 2022 9/9/2022 ENGINEERING ANALYSIS FOR: SOUNDBUILT HOMES SITE: The enclosed documents are to be used in conjunction with the plans referenced on the cover page. It is imperative that the contractor study and understand the engineering requirements and any required changes to the architectural plan prior to start of work. Modifications may include additional foundations or footings, beam and framing size, sheathing, etc. Scope of Engineering: Engineering analysis and design to resist lateral and gravity loads in accordance with the 2018 IBC have been performed and incorporated into stamped "S" sheets. All analyses and calculations are included in this engineering report (see 812x11 pages). Engineering assumptions are listed below. If the conditions listed below are not present at the site, all calculations and stamped drawings are void and Phillips Structural Engineering must be contacted immediately for further consultation. B 1.51 0.50 1500 6.5 D 15 40 12 25 PHILLIPS STRUCTURAL ENGINEERINGSTRUCTURAL ENGINEERING CALCULATIONS 110 MPH 1.00 STRUCTURAL DESIGN CRITERIA AND LOADING: Building Code 2018 International Building Code (IBC) EARTHQUAKE DESIGN DATA: -Risk Category = II - Seismic Importance Factor (Ie) = 1.0 - Mapped Spectral Response Acceleration Parameters - Ss = - S1 = - Seismic Design Category (SDC) = " " - Basic Seismic Force-Resisting System = Light-frame (wood) walls sheathed with wood structural panel rated for shear resistance - Response Modification Factor (R) = - Analysis Procedure Used = Equivalent Lateral Force WIND DESIGN DATA: - Basic Design Wind Speed (V) = - Allowable Stress Design Wind Speed (Vasd) = - Risk Category = II - Wind Importance Factor (Iw) = 1.0 - Wind Exposure = " " - Topographical Effect (Kzt) = ROOF LOADING: - Dead Load = PSF (No tile weight included) - Roof Live Load (Lr) = 20PSF - Typical Flat Roof Snow Load (Pf) = PSF - Snow Exposure Factor (Ce) = 1.0 - Snow Load Importance Factor (Is) = 1.0 **Typical roof snow load shall not be less than 25PSF FLOOR LOADING: - Dead Load = PSF (Standard wood framing without heavy finish) - Typical Residential Occupancy Live Loading (L) = PSF - Deck Live Load (L) = 60PSF (1.5x for area served) SOILS CRITERIA Soils Consultant None (U.N.O.) Soils Report #None (U.N.O.) Minimum Allowable Pressure Required PSF (Verify w/ Site Conditions) Frost Bearing Depth 18" * See plans/detailing for other soils considerations 85 MPH 2 of 43 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)997-BC-SHEAR.wsw Sep.6,202213:07:13 0'5'10'15'20'25' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' C-2 A-2 A-1 C-1 B-1 Segmented Perforated Force-transfer Non-shearwall Aspectfactor Orange=Selectedwall(s) Level1of 1 3 of 43 WoodWorks®Shearwalls SOFTWARE FORWOODDESIGN WoodWorks®Shearwalls2019(Update3) 997-BC-SHEAR.wsw Sep.6,202213:47:11 Project Information COMPANYANDPROJECT INFORMATION Company Project Phillips Structural Engineering PO Box 108 Milton, WA 98354 DESIGNSETTINGS DesignCode IBC 2018/AWC SDPWS 2015 WindStandard ASCE 7-16 Directional (All heights) SeismicStandard ASCE 7-16 LoadCombinations ForDesign(ASD) 0.70 Seismic 0.60 Wind ForDeflection(Strength) 1.00 Seismic 1.00 Wind BuildingCodeCapacityModification Wind Seismic 1.00 1.00 ServiceConditionsandLoadDuration Duration Factor - Temperature Range - MoistureContent Fabrication Service - - MaxShearwall Offset[ft] Plan (withinstory) 4.00 Elevation (betweenstories) - MaximumHeight-to-widthRatio Woodpanels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignorenon-wood-panelshearresistancecontribution... Wind Seismic Never Always Forcesbasedon... Hold-downs Applied loads Dragstruts Applied loads Shearwallrelativerigidity:Wall capacity PerforatedshearwallCofactor:SDPWS Equation 4.3-5 Non-identicalmaterialsandconstructionontheshearline:Not allowed DeflectionEquation:No deflection analysis Drift limitforwinddesign:1 / 500 story height Force-transferstrap:Continuousat top of highest opening and bottom of lowest SITE INFORMATION RiskCategory Category II - All others Wind ASCE7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure DesignWindSpeed 110 mph Exposure Exposure B Enclosure Partially enclosed StructureType Regular BuildingSystem Bearing Wall DesignCategory D SiteClass D Topographic Information[ft] Shape - Height - Length - SiteLocation: - Elev: 0ft Rigid building - Static analysis SpectralResponseAcceleration S1:0.500g Ss:1.510g FundamentalPeriod E-W N-S TUsed 0.129s 0.129s ApproximateTa 0.129s 0.129s Maximum T 0.181s 0.181s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.80Case 2 N-S loadsE-W loads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16 psf 8 psf ServiceabilityWindSpeed 100 mph 1 4 of 43 WoodWorks®Shearwalls 997-BC-SHEAR.wsw Sep.6,202213:47:11 StructuralData STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 11.77 0.0 Level1 2.77 9.3 9.00 Foundation 2.00 BLOCKandROOF INFORMATION Block RoofPanels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 1 Story N-S Ridge LocationX,Y =0.00 2.00 North Gable 90.0 1.00 ExtentX,Y =24.00 53.00 South Gable 90.0 1.00 RidgeXLocation,Offset 12.00 0.00 East Side 27.0 1.00 RidgeElevation,Height 17.89 6.11 West Side 27.0 1.00 Block 2 1 Story N-S Ridge LocationX,Y =10.00 0.00 North Joined 90.0 1.00 ExtentX,Y =14.00 2.00 South Gable 90.0 1.00 RidgeXLocation,Offset 17.00 0.00 East Side 27.0 1.00 RidgeElevation,Height 15.34 3.57 West Side 27.0 1.00 Block 3 1 Story N-S Ridge LocationX,Y =10.00 55.00 North Gable 90.0 1.00 ExtentX,Y =14.00 2.00 South Joined 90.0 1.00 RidgeXLocation,Offset 17.00 0.00 East Side 27.0 1.00 RidgeElevation,Height 15.34 3.57 West Side 27.0 1.00 2 5 of 43 WoodWorks®Shearwalls 997-BC-SHEAR.wsw Sep.6,202213:47:11 SHEATHINGMATERIALSbyWALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext StructSh OSB 24/16 7/16 --Vert 83500 8d Nail N 4 12 Y 1,2,3 2 Ext StructSh OSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3 Legend: Grp–WallDesign Groupnumber,used toreferencewallinother tables(createdbyprogram) Surf–Exteriororinteriorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.2.2C Thick–Nominalpanel thickness GU- Gypsumunderlay thickness Ply–Numberofplies(orlayers)inconstructionofplywoodsheets Or– Orientationoflongerdimensionofsheathingpanels Gvtv–Shearstiffnessinlb/in.ofdepth fromSDPWSTablesC4.2.2A-B Type–Fastener type fromSDPWSTables4.3A-D:Nail–commonwirenail forstructuralpanelsandlumber,coolerorgypsumwallboardnail for GWB,plasterboardnail forgypsumlath,galvanisednail forgypsumsheathing;Box-boxnail;Casing–casingnail;Roof–roofingnail;Screw– drywallscrew Size-Common,box,andcasingnails:refer toSDPWSTableA1(casingsizes=boxsizes). Gauges:11ga=0.120”x1-3/4”(gypsumsheathing,25/32” fiberboard),1-1/2”(lath&plaster,1/2” fiberboard);13gaplasterboard=0.92”x1- 1/8”. Coolerorgypsumwallboardnail:5d= .086”x1-5/8”;6d= .092”x1-7/8”;8d= .113”x2-3/8”;6/8d=6dbaseply,8d faceply for2-ply GWB. Drywallscrews:No.6,1-1/4”long. 5/8”gypsumsheathingcanalsouse6dcooleror GWBnail Df–Deformednails( threadedorspiral),withincreasedwithdrawalcapacity Eg–Paneledgefastenerspacing Fd–Fieldspacinginterior topanels Bk–Sheathingisnailed toblockingatallpaneledges;Y(es)orN(o) ApplyNotes–Notesbelow tablelegendwhichapply tosheathingside Notes: 1.Capacityhasbeenreducedforframingspecificgravityaccording toSDPWST4.3ANote3. 2.Framingatadjoiningpaneledgesmustbe3"nominalorwiderwithstaggerednailingaccording toSDPWS4.3.7.1.4 3.Shearcapacityforcurrentdesignhasbeenincreased to thevaluefor15/32"sheathingwithsamenailingbecausestudspacingis16"max.orpanel orientationishorizontal.SeeSDPWST4.3ANote2. FRAMINGMATERIALSandSTANDARDWALLbyWALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 1 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 2 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 Legend: Wall Grp–WallDesign Group b–Studbreadth(thickness) d–Studdepth(width) Spcg–Maximumon-centrespacingofstuds fordesign,actualspacingmaybeless. SG–Specificgravity E–Modulusofelasticity StandardWall-Standardwalldesignedasgroup. Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. 3 6 of 43 WoodWorks®Shearwalls 997-BC-SHEAR.wsw Sep.6,202213:47:11 SHEARLINE,WALLand OPENINGDIMENSIONS North-south Type Wall Location Extent[ft]Length FHS Aspect Height Shearlines Group X[ft]Start End [ft][ft]Ratio [ft] Line 1 Level 1 Line 1 2 0.00 2.00 55.00 53.00 40.25 -9.00 Wall 1-1 Seg 2 0.00 2.00 55.00 53.00 40.25 -- Segment 1 --2.00 28.00 26.00 -0.35 - Opening 1 --28.00 33.00 5.00 --6.00 Segment 2 --33.00 38.25 5.25 -1.71 - Opening 2 --38.25 46.00 7.75 --6.00 Segment 3 --46.00 55.00 9.00 -1.00 - Line 2 Level 1 Line 2 10.00 0.00 57.00 57.00 0.00 -9.00 Wall 2-1 NSW 10.00 0.00 2.00 2.00 0.00 1.00 - Wall 2-2 NSW 10.00 55.00 57.00 2.00 0.00 1.00 - Line 3 Level 1 Line 3 2 24.00 0.00 57.00 57.00 45.50 -9.00 Wall 3-1 Seg 2 24.00 0.00 57.00 57.00 45.50 -- Segment 1 --0.00 2.50 2.50 -3.60 - Opening 1 --2.50 5.50 3.00 --6.00 Segment 2 --5.50 13.50 8.00 -1.13 - Opening 2 --13.50 16.50 3.00 --6.00 Segment 3 --16.50 24.75 8.25 -1.09 - Opening 3 --24.75 27.75 3.00 --6.00 Segment 4 --27.75 57.00 29.25 -0.31 - East-west Type Wall Location Extent[ft]Length FHS Aspect Height Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft] Line A Level 1 Line A 1 0.83 0.00 24.00 24.00 10.00 -9.00 Wall A-1 FT 1 2.00 0.00 10.00 10.00 10.00 -- Segment 1 --0.00 3.50 3.50 -1.43 - Opening 1 --3.50 6.50 3.00 --5.00 Segment 2 --6.50 10.00 3.50 -1.43 - Wall A-2 Seg 1 0.00 10.00 24.00 14.00 0.00 -- Segment 1 --10.00 12.50 2.50 -3.60 - Opening 1 --12.50 21.50 9.00 --6.00 Segment 2 --21.50 24.00 2.50 -3.60 - Line B Level 1 Line B 2 37.50 0.00 24.00 24.00 10.00 -9.00 Wall B-1 Seg 2 37.50 10.50 23.50 13.00 10.00 -- Segment 1 --10.50 17.50 7.00 -1.29 - Opening 1 --17.50 20.50 3.00 --6.00 Segment 2 --20.50 23.50 3.00 -3.00 - Line C Level 1 Line C 2 56.17 0.00 24.00 24.00 12.75 -9.00 Wall C-1 Seg 2 55.00 0.00 10.00 10.00 6.75 -- Segment 1 --0.00 6.75 6.75 -1.33 - Opening 1 --6.75 9.25 2.50 --6.00 Segment 2 --9.25 10.00 0.75 -12.00 - Wall C-2 Seg 2 57.00 10.00 24.00 14.00 6.00 -- Segment 1 --10.00 13.00 3.00 -3.00 - Opening 1 --13.00 21.00 8.00 --6.00 Segment 2 --21.00 24.00 3.00 -3.00 - Legend: Type-Seg=segmented,Prf=perforated,FT= force-transfer,NSW=non-shearwall Location-Dimensionperpendicular towall FHS-Lengthof full-heightsheathingused toresistshear force.Forperforatedwalls,itisbasedon the factoredsegmentsLidefinedinSDPWS 4.3.4.3 AspectRatio–Ratioofwallheight tosegmentlength(h/bs), for force-transferwalls, theaspectratioof thecentralpier Wall Group-WalldesigngroupdefinedinSheathingandFramingMaterials tables,whereitshowsassociatedStandardWall If twowallgroupnumberslisted, theyare forrigiddiaphragmand flexiblediaphragmdesign. 4 7 of 43 WoodWorks®Shearwalls 997-BC-SHEAR.wsw Sep.6,202213:47:11 Loads WINDSHEARLOADS(asenteredorgenerated) Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall 1 W->E Wind Line 0.00 2.00 46.3 Block 1 WWall MinW->E Wind Line 0.00 2.00 36.0 Block 1 WRoof 1 W->E Wind Line 1.00 56.00 14.6 Block 1 WRoof MinW->E Wind Line 1.00 56.00 26.5 Block 1 WWall 1 W->E Wind Line 2.00 55.00 46.3 Block 1 WWall MinW->E Wind Line 2.00 55.00 36.0 Block 1 WWall 1 W->E Wind Line 55.00 57.00 46.3 Block 1 WWall MinW->E Wind Line 55.00 57.00 36.0 Block 1 EWall MinW->E Lee Line 0.00 57.00 36.0 Block 1 EWall 1 W->E Lee Line 0.00 57.00 28.9 Block 1 ERoof MinW->E Lee Line 1.00 56.00 26.5 Block 1 ERoof 1 W->E Lee Line 1.00 56.00 51.1 Block 1 WWall 1 E->W Lee Line 0.00 2.00 28.9 Block 1 WWall MinE->W Lee Line 0.00 2.00 36.0 Block 1 WRoof 1 E->W Lee Line 1.00 56.00 51.1 Block 1 WRoof MinE->W Lee Line 1.00 56.00 26.5 Block 1 WWall 1 E->W Lee Line 2.00 55.00 28.9 Block 1 WWall MinE->W Lee Line 2.00 55.00 36.0 Block 1 WWall MinE->W Lee Line 55.00 57.00 36.0 Block 1 WWall 1 E->W Lee Line 55.00 57.00 28.9 Block 1 EWall 1 E->W Wind Line 0.00 57.00 46.3 Block 1 EWall MinE->W Wind Line 0.00 57.00 36.0 Block 1 ERoof MinE->W Wind Line 1.00 56.00 26.5 Block 1 ERoof 1 E->W Wind Line 1.00 56.00 14.6 Block 1 SWall 1 S->N Wind Line 0.00 10.00 46.3 Block 1 SL Gable 1 S->N Wind Line 0.00 12.00 0.0 63.2 Block 1 SL Gable MinS->N Wind Line 0.00 12.00 0.0 48.9 Block 1 SWall MinS->N Wind Line 0.00 10.00 36.0 Block 1 SWall 1 S->N Wind Line 10.00 24.00 46.3 Block 1 SWall MinS->N Wind Line 10.00 24.00 36.0 Block 1 SR Gable 1 S->N Wind Line 12.00 24.00 63.2 0.0 Block 1 SR Gable MinS->N Wind Line 12.00 24.00 48.9 0.0 Block 1 NL Gable MinS->N Lee Line 0.00 12.00 0.0 48.9 Block 1 NWall 1 S->N Lee Line 0.00 10.00 16.8 Block 1 NL Gable 1 S->N Lee Line 0.00 12.00 0.0 22.8 Block 1 NWall MinS->N Lee Line 0.00 10.00 36.0 Block 1 NWall 1 S->N Lee Line 10.00 24.00 16.8 Block 1 NWall MinS->N Lee Line 10.00 24.00 36.0 Block 1 NR Gable 1 S->N Lee Line 12.00 24.00 22.8 0.0 Block 1 NR Gable MinS->N Lee Line 12.00 24.00 48.9 0.0 Block 1 SWall 1 N->S Lee Line 0.00 10.00 16.8 Block 1 SWall MinN->S Lee Line 0.00 10.00 36.0 Block 1 SL Gable 1 N->S Lee Line 0.00 12.00 0.0 22.8 Block 1 SL Gable MinN->S Lee Line 0.00 12.00 0.0 48.9 Block 1 SWall 1 N->S Lee Line 10.00 24.00 16.8 Block 1 SWall MinN->S Lee Line 10.00 24.00 36.0 Block 1 SR Gable MinN->S Lee Line 12.00 24.00 48.9 0.0 Block 1 SR Gable 1 N->S Lee Line 12.00 24.00 22.8 0.0 Block 1 NWall MinN->S Wind Line 0.00 10.00 36.0 Block 1 NL Gable 1 N->S Wind Line 0.00 12.00 0.0 63.2 Block 1 NL Gable MinN->S Wind Line 0.00 12.00 0.0 48.9 Block 1 NWall 1 N->S Wind Line 0.00 10.00 46.3 Block 1 NWall MinN->S Wind Line 10.00 24.00 36.0 Block 1 NWall 1 N->S Wind Line 10.00 24.00 46.3 Block 1 NR Gable MinN->S Wind Line 12.00 24.00 48.9 0.0 Block 1 NR Gable 1 N->S Wind Line 12.00 24.00 63.2 0.0 Block 2 WRoof MinW->E Wind Line -1.00 2.00 16.3 Block 2 WRoof 1 W->E Wind Line -1.00 2.00 4.6 Block 2 ERoof MinW->E Lee Line -1.00 2.00 16.3 Block 2 ERoof 1 W->E Lee Line -1.00 2.00 31.5 Block 2 WRoof 1 E->W Lee Line -1.00 2.00 31.5 Block 2 WRoof MinE->W Lee Line -1.00 2.00 16.3 Block 2 ERoof MinE->W Wind Line -1.00 2.00 16.3 Block 2 ERoof 1 E->W Wind Line -1.00 2.00 4.6 Block 2 SL Gable 1 S->N Wind Line 10.00 17.00 0.0 36.7 Block 2 S L Gable Min S->N Wind Line 10.00 17.00 0.0 28.5 5 8 of 43 WoodWorks®Shearwalls 997-BC-SHEAR.wsw Sep.6,202213:47:11 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 S R Gable 1 S->N Wind Line 17.00 24.00 36.7 0.0 Block 2 SR Gable MinS->N Wind Line 17.00 24.00 28.5 0.0 Block 2 SL Gable MinN->S Lee Line 10.00 17.00 0.0 28.5 Block 2 SL Gable 1 N->S Lee Line 10.00 17.00 0.0 22.9 Block 2 SR Gable MinN->S Lee Line 17.00 24.00 28.5 0.0 Block 2 SR Gable 1 N->S Lee Line 17.00 24.00 22.9 0.0 Block 3 WRoof MinW->E Wind Line 55.00 58.00 16.3 Block 3 WRoof 1 W->E Wind Line 55.00 58.00 4.6 Block 3 ERoof 1 W->E Lee Line 55.00 58.00 31.5 Block 3 ERoof MinW->E Lee Line 55.00 58.00 16.3 Block 3 WRoof 1 E->W Lee Line 55.00 58.00 31.5 Block 3 WRoof MinE->W Lee Line 55.00 58.00 16.3 Block 3 ERoof 1 E->W Wind Line 55.00 58.00 4.6 Block 3 ERoof MinE->W Wind Line 55.00 58.00 16.3 Block 3 NL Gable MinS->N Lee Line 10.00 17.00 0.0 28.5 Block 3 NL Gable 1 S->N Lee Line 10.00 17.00 0.0 22.9 Block 3 NR Gable MinS->N Lee Line 17.00 24.00 28.5 0.0 Block 3 NR Gable 1 S->N Lee Line 17.00 24.00 22.9 0.0 Block 3 NL Gable 1 N->S Wind Line 10.00 17.00 0.0 36.7 Block 3 NL Gable MinN->S Wind Line 10.00 17.00 0.0 28.5 Block 3 NR Gable 1 N->S Wind Line 17.00 24.00 36.7 0.0 Block 3 NR Gable MinN->S Wind Line 17.00 24.00 28.5 0.0 Legend: Block-Blockusedinloadgeneration Accum.=loads fromoneblockcombinedwithanother Manual=user-enteredloads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhichloadsgeneratedorentered LoadCase- Oneof the following: ASCE7AllHeights:Case1or2 fromFig27.3-8orminimumloads from27.1.5 ASCE7Low-rise:ReferencecornerandCaseAorB fromFig28.3-1orminimumloads from28.3.4 WindDir-Directionofwind forloadswithpositivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardorleewardsideof thebuilding forloadsingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start=intensityofuniformandpointloadsorleftmostintensityof trapezoidalload,End=rightintensityof trapload TribHt-Tributaryheightofarealoadsonly Notes: Allloadsentered by theuserorgeneratedbyprogramarespecified(unfactored)loads.Theprogramappliesaloadfactorof0.60 towindloadsbefore distributing them to theshearlines. 6 9 of 43 WoodWorks®Shearwalls 997-BC-SHEAR.wsw Sep.6,202213:47:11 BUILDINGMASSES Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 1 1 Line 1.00 56.00 195.0 195.0 E-W Roof Block 1 3 Line 1.00 56.00 195.0 195.0 E-W Roof Block 2 2 Line -1.00 2.00 120.0 120.0 E-W Roof Block 2 3 Line -1.00 2.00 120.0 120.0 E-W Roof Block 3 2 Line 55.00 58.00 120.0 120.0 E-W Roof Block 3 3 Line 55.00 58.00 120.0 120.0 N-S Roof Block 1 Line -1.00 25.00 412.5 412.5 N-S Roof Block 1 C Line -1.00 25.00 412.5 412.5 N-S Roof Block 2 A Line 9.00 25.00 30.0 30.0 N-S Roof Block 2 Line 9.00 25.00 15.0 15.0 N-S Roof Block 3 C Line 9.00 25.00 15.0 15.0 N-S Roof Block 3 Line 9.00 25.00 30.0 30.0 N-S L Gable Block 1 Line 0.00 12.00 61.1 0.0 N-S R Gable Block 1 Line 12.00 24.00 0.0 61.1 N-S R Gable Block 1 C Line 0.00 12.00 61.1 0.0 N-S L Gable Block 1 C Line 12.00 24.00 0.0 61.1 N-S L Gable Block 2 A Line 10.00 17.00 35.7 0.0 N-S R Gable Block 2 A Line 17.00 24.00 0.0 35.7 N-S R Gable Block 3 Line 10.00 17.00 35.7 0.0 N-S L Gable Block 3 Line 17.00 24.00 0.0 35.7 BothWall1-1 n/a 1 Line 2.00 55.00 45.0 45.0 BothWall2-1 n/a 2 Line 0.00 2.00 45.0 45.0 BothWall2-2 n/a 2 Line 55.00 57.00 45.0 45.0 BothWall3-1 n/a 3 Line 0.00 57.00 45.0 45.0 BothWallA-2 n/a A Line 10.00 24.00 45.0 45.0 BothWallA-1 n/a Line 0.00 10.00 45.0 45.0 BothWallB-1 n/a B Line 10.50 23.50 27.0 27.0 BothWallC-1 n/a C Line 0.00 10.00 45.0 45.0 BothWallC-2 n/a Line 10.00 24.00 45.0 45.0 Legend: ForceDir-Directioninwhich themassisused forseismicloadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wallline foruser-appliedmasses,FloorF#-refer toPlanView forfloor areanumber Wallline-Shearline thatequivalentlineloadisassigned to Location-Startandendpointsofequivalentlineloadonwallline TribWidth.-Tributarywidth; foruserappliedarealoadsonly 7 10 of 43 WoodWorks®Shearwalls 997-BC-SHEAR.wsw Sep.6,202213:47:11 SEISMICLOADS Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line -1.00 0.00 36.9 36.9 E-W Point 0.00 0.00 135 135 E-W Line 0.00 1.00 50.8 50.8 E-W Line 1.00 2.00 110.8 110.8 E-W Point 2.00 2.00 182 182 E-W Line 2.00 55.00 73.8 73.8 E-W Point 37.50 37.50 54 54 E-W Point 55.00 55.00 182 182 E-W Line 55.00 56.00 110.8 110.8 E-W Line 56.00 57.00 50.8 50.8 E-W Point 57.00 57.00 135 135 E-W Line 57.00 58.00 36.9 36.9 N-S Line -1.00 0.00 126.9 126.9 N-S Point 0.00 0.00 367 367 N-S Line 0.00 9.00 140.8 154.9 N-S Line 9.00 10.00 168.7 170.3 N-S Point 10.00 10.00 28 28 N-S Line 10.00 10.50 170.3 171.9 N-S Line 10.50 12.00 176.0 180.7 N-S Line 12.00 17.00 180.7 180.7 N-S Line 17.00 23.50 180.7 160.3 N-S Line 23.50 24.00 156.2 154.6 N-S Point 24.00 24.00 395 395 N-S Line 24.00 25.00 140.8 140.8 Legend: Loadsin tablecanbeaccumulationofloads fromseveralbuildingmasses,so theydonotcorrespondwithaparticularbuildingelement. Location-Startandendofloadindirectionperpendicular toseismic forcedirection Notes: Allloadsentered by theuserorgeneratedbyprogramarespecified(unfactored)loads.Theprogramappliesaloadfactorof0.70andredundancyfactor to seismicloadsbeforedistributing them to theshearlines. 8 11 of 43 WoodWorks®Shearwalls 997-BC-SHEAR.wsw Sep.6,202213:47:11 DesignSummary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficientdesigncapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficientdesigncapacity. HOLDDOWNDESIGN WindLoads,FlexibleDiaphragm Allhold-downshavesufficientdesigncapacity. SeismicLoads,FlexibleDiaphragm Allhold-downshavesufficientdesigncapacity. ThisDesignSummarydoesnotinclude failures thatoccurdue toexcessivestorydrift fromASCE7CC.2.2(wind)or12.12(seismic). Refer toStoryDrift tablein thisreport toverify thisdesigncriterion. Refer to theDeflection table forpossibleissuesregarding fastenerslippage(SDPWSTableC4.2.2D). 9 12 of 43 WoodWorks®Shearwalls 997-BC-SHEAR.wsw Sep.6,202213:47:11 FlexibleDiaphragmWindDesign ASCE7Directional(AllHeights)Loads SHEARRESULTS N-S W For ASDShear Force[plf]Asp-Cub AllowableShear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line 1 Level 1 Ln1, Lev1 -Both - - 940 -- - 339 - - 13625 - Wall 1-1 2 Both - - 940 -1.0 - 339 - - 13625 - Seg. 1 -Both 23.4 0.0 608 -1.0 - 339 -339 8802 0.07 Seg. 2 -Both 23.4 0.0 123 -1.0 - 339 -339 1777 0.07 Seg. 3 -Both 23.4 0.0 210 -1.0 - 339 -339 3047 0.07 Line 3 Ln3, Lev1 -Both - - 1040 -- - 339 - - 15403 - Wall 3-1 2 Both - - 1040 -1.0 - 339 - - 15403 - Seg. 1 -Both 0.0 0.0 0 -1.0 - 339 -339 - - Seg. 2 -Both 22.9 0.0 183 -1.0 - 339 -339 2708 0.07 Seg. 3 -Both 22.9 0.0 189 -1.0 - 339 -339 2793 0.07 Seg. 4 -Both 22.9 0.0 669 -1.0 - 339 -339 9902 0.07 E-W W For ASDShear Force[plf]Asp-Cub AllowableShear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 1 LnA, Lev1 -Both - - 1646 -- - 495 - - 4948 - Wall A-1 1 Both - - 1646 -1.0 - 495 - - 4948 - Seg. 1 -Both 235.2 76.4 823 -1.0 - 495 -495 1732 0.48 Open. 1 -Both - 370.5 1111 -- - 495 -495 1484 0.75 Seg. 2 -Both 235.2 76.4 823 -1.0 - 495 -495 1732 0.48 Wall A-2 1 Both 0.0 - 0 -1.0 - 495 - - - - Line B LnB, Lev1 -Both - - 2342 -- - 339 - - 3047 - Wall B-1 2^Both - - 2342 -1.0 - 339 - - 3047 - Seg. 1 -Both 260.2 0.0 1821 -1.0 - 339 -339 2370 0.77 Seg. 2 -Both 173.5 0.0 520 -.67 - 226 -226 677 0.77 Line C LnC, Lev1 -Both - - 885 -- - 339 - - 3639 - Wall C-1 2 Both - - 556 -1.0 - 339 - - 2285 - Seg. 1 -Both 82.3 0.0 556 -1.0 - 339 -339 2285 0.24 Seg. 2 -Both 0.0 0.0 0 -1.0 - 339 -339 - - Wall C-2 2 Both - - 329 -1.0 - 339 - - 1354 - Seg. 1 -Both 54.9 0.0 165 -.67 - 226 -226 677 0.24 Seg. 2 -Both 54.9 0.0 165 -.67 - 226 -226 677 0.24 Legend: W Gp-WalldesigngroupdefinedinSheathingandFramingMaterials tables,whereitshowsassociatedStandardWall."^"means that thiswallis critical forallwallsin theStandardWallgroup. ForDir-Directionofwind forcealongshearline. v-Designshear forceonsegment=ASD-factoredshear forceperunitlengthoffull-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorandin-planeanchorage forceasperSDPWSeqn.4.3-9=V/FHS/Co.FHSis factored fornarrowsegmentsas per4.3.4.3 Force-transferwalls:Shear forceinpiersaboveandbeloweitheropeningsorpiersbesideopening(s).Aspectratio factordoesnotapply to these piers. V-ASD factoredshear force.Forshearline: totalshearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Forwall:Unblockedstructuralwoodpanel factorCub fromSDPWS4.3.3.2.Forsegmentor force-transferpier:Aspectratioadjustment fromSDPWS4.3.3.4.1 Int-Unitshearcapacityofinteriorsheathing;Ext-Unitshearcapacityofexterior sheathing.Forwall:Unfactored.Forsegment:IncludeCub factor andaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-5. C-Sheathingcombinationrule,A=Addcapacities,S=Strongestsideor twiceweakest, G =Stiffness-basedusingSDPWS4.3-3. Cmb-Combinedinteriorandexteriorunitshearcapacityincludingperforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio=v/Cmb=designshear force/unitshearcapacity."S"indicates that thewinddesigncriterionwascriticalinselectingwall. Notes: Refer toElevationViewdiagramsforindividuallevelforupliftanchorageforce t for perforatedwallsgivenbySDPWS4.3.6.4.2,4. 10 13 of 43 WoodWorks®Shearwalls 997-BC-SHEAR.wsw Sep.6,202213:47:11 HOLD-DOWNDESIGN(flexiblewinddesign) Level 1 TensileASD Line-Location[ft]Load Holddown Force[lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 2.13 Min 212 212 LIMIT w/o 1500 0.14 1-1 L Op 1 0.00 27.88 Min 212 212 LIMIT w/o 1500 0.14 1-1 R Op 1 0.00 33.13 Min 221 221 LIMIT w/o 1500 0.15 1-1 L Op 2 0.00 38.13 Min 221 221 LIMIT w/o 1500 0.15 1-1 R Op 2 0.00 46.13 Min 216 216 LIMIT w/o 1500 0.14 1-1 R End 0.00 54.88 Min 216 216 LIMIT w/o 1500 0.14 Line 3 3-1 R Op 1 24.00 5.63 Min 212 212 LIMIT w/o 1500 0.14 3-1 L Op 2 24.00 13.38 Min 212 212 LIMIT w/o 1500 0.14 3-1 R Op 2 24.00 16.62 Min 212 212 LIMIT w/o 1500 0.14 3-1 L Op 3 24.00 24.63 Min 212 212 LIMIT w/o 1500 0.14 3-1 R Op 3 24.00 27.88 Min 208 208 LIMIT w/o 1500 0.14 3-1 R End 24.00 56.88 Min 208 208 LIMIT w/o 1500 0.14 Line A A-1 L End 0.12 2.00 1 1950 1950 STHD14 (6"3695 0.53 A-1 R End 9.87 2.00 1 1950 1950 STHD14 (6"3695 0.53 Line B B-1 L End 10.63 37.50 1 2428 2428 STHD14 (6"3695 0.66 B-1 L Op 1 17.38 37.50 1 2428 2428 STHD14 (6"3695 0.66 B-1 R Op 1 20.63 37.50 1 1703 1703 STHD14 (6"3695 0.46 B-1 R End 23.38 37.50 1 1703 1703 STHD14 (6"3695 0.46 Line C C-1 L End 0.12 55.00 1 916 916 LIMIT w/o 1500 0.61 C-1 L Op 1 6.63 55.00 1 916 916 LIMIT w/o 1500 0.61 C-2 L End 10.13 57.00 1 584 584 LIMIT w/o 1500 0.39 C-2 L Op 1 12.88 57.00 1 584 584 LIMIT w/o 1500 0.39 C-2 R Op 1 21.13 57.00 1 584 584 LIMIT w/o 1500 0.39 C-2 R End 23.88 57.00 1 584 584 LIMIT w/o 1500 0.39 Legend: Line-Wall: Atwalloropening–ShearlineandwallnumberAtverticalelement-Shearline Posit'n-Positionofstud thathold-downisattached to: VElem-Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd-Atleftorrightwallend LorR Opn-Atleftorrightsideofopening n t @ Opn-Uplift force t atopeningn fromoffsetopeninginperforatedwallabove, fromSDPWS4.3.6.2.1 Location-Co-ordinatesinPlanView LoadCase-Resultsare forcriticalloadcase: ASCE7AllHeights:Case1or2 fromFig.27.3-8 ASCE7Low-rise:Windwardcorner(s)andCaseAorB fromFig.28.3-1 ASCE7Minimumloads(27.1.5 / 28.3.4) Hold-downForces: Shear–Windshearoverturningcomponent,basedonshearline force, factored forASDby0.60.Forperforatedwalls,T fromSDPWS4.3-8isused. Dead–Deadloadresistingcomponent, factored forASDby0.60 Uplift-Upliftwindloadcomponent, factored forASDby0.60.Forperforatedwalls,T fromSDPWS4.3-8isused. Cmb'd-SumofASD-factoredoverturning,deadanduplift forces.Mayalsoinclude theuplift force t fromperforatedwalls fromSDPWS4.3.6.2.1 whenopeningsarestaggered. Hold-down–Deviceused fromhold-downdatabase Cap–AllowableASD tensionload Crit.Resp.-CriticalResponse=CombinedASD force / AllowableASD tensionload Notes: Refer toShearResults tableforfactorCo,andshearlinedimensions tablefor thesumofLi,used tocalculate tensionforceTforperforatedwallsfrom SDPWSEqn.4.3-8. Designerisresponsiblefordesignofconnectionfromwall tofloororfoundationfor shearforceshowninShearResults table.Refer toSDPWS4.3.6.4.3 forfoundationanchorboltrequirements. 11 14 of 43 WoodWorks®Shearwalls 997-BC-SHEAR.wsw Sep.6,202213:47:11 COLLECTORFORCES(flexiblewinddesign) Level 1 DragStrut Strap/Blocking Line-Position on Wall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1 LeftOpening 1 0.00 28.00 1 146 -146 1-1 Right Opening 1 0.00 33.00 1 57 -57 1-1 LeftOpening 2 0.00 38.25 1 87 -87 1-1 Right Opening 2 0.00 46.00 1 -51 51 Line 3 3-1 Right Opening 1 24.00 5.50 1 -100 100 3-1 LeftOpening 2 24.00 13.50 1 -63 63 3-1 Right Opening 2 24.00 16.50 1 -118 118 3-1 LeftOpening 3 24.00 24.75 1 -80 80 3-1 Right Opening 3 24.00 27.75 1 -135 135 Line A A-1 LeftOpening 1 3.50 2.00 1 27 -27 A-1 Right Opening 1 6.50 2.00 1 933 -933 A-1 LeftOpening 1 3.50 2.00 556 556 A-1 Right Opening 1 6.50 2.00 556 556 Line B B-1 LeftWall End 10.50 37.50 1 -1024 1024 B-1 LeftOpening 1 17.50 37.50 1 114 -114 B-1 Right Opening 1 20.50 37.50 1 -179 179 B-1 Right Wall End 23.50 37.50 1 49 -49 Line C C-1 LeftOpening 1 6.75 55.00 1 307 -307 C-2 LeftOpening 1 13.00 57.00 1 241 -241 C-2 Right Opening 1 21.00 57.00 1 -54 54 Legend: Line-Wall-Shearlineandwallnumber Position…-Sideofopeningorwallend thatdragstrutisattached to Location-Co-ordinatesinPlanView LoadCase-Resultsare forcriticalloadcase: ASCE7AllheightsCase1or 2 ASCE7Low-risecorner;CaseAor B DragstrutForce-Axial forcein transferelementatopenings,gaps,orchangesindesignshearalongshearline.+ : tension;- : compression. BasedonASD-factoredshearline force(vmax from4.3.6.4.1.1 forperforatedwalls) Strap/BlockingForce–For force-transferwalls, force transferred fromaboveandbelowopening toshearwallpier. ->Due toshearline forcein thewest-to-eastorsouth-to-northdirection <-Due toshearline forcein theeast-to-westornorth-to-southdirection 12 15 of 43 WoodWorks®Shearwalls 997-BC-SHEAR.wsw Sep.6,202213:47:11 FlexibleDiaphragmSeismicDesign SEISMIC INFORMATION Level Mass Area StoryShear[lbs]Diaphragm Force[lbs] [lbs][sq.ft]E-W N-S E-W:Fpx Design N-S:Fpx Design 1 32498 1328.0 5000 5000 5496 5496 5496 5496 All 32498 -5000 5000 - - -- Legend: Mass–Sumofallgeneratedandinputbuildingmassesonlevel=wxinASCE7equation12.8-12. StoryShear–Totalunfactored(strength-level)shear forceinducedatlevelx,=FxinASCE7equation12.8-11. DiaphragmForce–MinimumASD-factored force fordiaphragmdesign,usedbyShearwallsonly fordragstrut forces,asperException to12.10.2.1. Fpxis fromEqns.12.10-1,-2,and-3.Design=Thegreaterof thestoryshearandFpx+ transfer forces fromdiscontinuousshearlines, factoredby overstrength(omega)asper12.10.1.1. Omega=2.5asper12.2-1. RedundancyFactorp(rho): E-W1.00,N-S1.00 Automaticallycalculatedaccording toASCE712.3.4.2. VerticalEarthquakeLoadEv Ev=0.2SdsD;Sds=1.00;Ev=0.200Dunfactored;0.140Dfactored; totaldeadloadfactor:0.6-0.140=0.460 tension,1.0+0.140=1.140 compression. 13 16 of 43 WoodWorks®Shearwalls 997-BC-SHEAR.wsw Sep.6,202213:47:11 SHEARRESULTS(flexibleseismicdesign) N-S W For ASDShear Force[plf]Asp-Cub AllowableShear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line 1 Level 1 Ln1, Lev1 -Both - - 1691 -- - 242 - - 9732 - Wall 1-1 2 Both - - 1691 -1.0 - 242 - - 9732 - Seg. 1 -Both 42.0 0.0 1092 -1.0 - 242 -242 6287 0.17 Seg. 2 -Both 42.0 0.0 221 -1.0 - 242 -242 1269 0.17 Seg. 3 -Both 42.0 0.0 378 -1.0 - 242 -242 2176 0.17 Line 3 Ln3, Lev1 -Both - - 1809 -- - 242 - - 11002 - Wall 3-1 2 Both - - 1809 -1.0 - 242 - - 11002 - Seg. 1 -Both 0.0 0.0 0 -1.0 - 242 -242 - - Seg. 2 -Both 39.8 0.0 318 -1.0 - 242 -242 1934 0.16 Seg. 3 -Both 39.8 0.0 328 -1.0 - 242 -242 1995 0.16 Seg. 4 -Both 39.8 0.0 1163 -1.0 - 242 -242 7073 0.16 E-W W For ASDShear Force[plf]Asp-Cub AllowableShear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 1 LnA, Lev1 -Both - - 1244 -- - 353 - - 3534 - Wall A-1 1^Both - - 1244 -1.0 - 353 - - 3534 - Seg. 1 -Both 177.7 57.8 622 -1.0 - 353 -353 1237 0.50 Open. 1 -Both - 279.9 840 -- - 353 -353 1060 0.79 Seg. 2 -Both 177.7 57.8 622 -1.0 - 353 -353 1237 0.50 Wall A-2 1 Both 0.0 - 0 -1.0 - 353 - - - - Line B LnB, Lev1 -Both - - 1481 -- - 242 - - 2176 - Wall B-1 2 Both - - 1481 -1.0 - 242 - - 2176 - Seg. 1 -Both 164.6 0.0 1152 -1.0 - 242 -242 1693 0.68 Seg. 2 -Both 109.7 0.0 329 -.67 - 161 -161 484 0.68 Line C LnC, Lev1 -Both - - 774 -- - 242 - - 2599 - Wall C-1 2 Both - - 486 -1.0 - 242 - - 1632 - Seg. 1 -Both 72.0 0.0 486 -1.0 - 242 -242 1632 0.30 Seg. 2 -Both 0.0 0.0 0 -1.0 - 242 -242 - - Wall C-2 2 Both - - 288 -1.0 - 242 - - 967 - Seg. 1 -Both 48.0 0.0 144 -.67 - 161 -161 484 0.30 Seg. 2 -Both 48.0 0.0 144 -.67 - 161 -161 484 0.30 Legend: W Gp-WalldesigngroupdefinedinSheathingandFramingMaterials tables,whereitshowsassociatedStandardWall."^"means that thiswallis critical forallwallsin theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. v-Designshear forceonsegment=ASD-factoredshear forceperunitlengthoffull-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorandin-planeanchorage forceasperSDPWSeqn.4.3-9=V/FHS/Co.FHSis factored fornarrowsegmentsas per4.3.4.3 Force-transferwalls:Shear forceinpiersaboveandbeloweitheropeningsorpiersbesideopening(s).Aspectratio factordoesnotapply to these piers. V-ASD factoredshear force.Forshearline: totalshearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Forwall:Unblockedstructuralwoodpanel factorCub fromSDPWS4.3.3.2.Forsegmentor force-transferpier:Aspectratioadjustment fromSDPWS4.3.3.4.1 Int-Unitshearcapacityofinteriorsheathing;Ext-Unitshearcapacityofexterior sheathing.Forwall:Unfactored.Forsegment:IncludeCub factor andaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-5. C-Sheathingcombinationrule,A=Addcapacities,S=Strongestsideor twiceweakest, G =Stiffness-basedusingSDPWS4.3-3. Cmb-Combinedinteriorandexteriorunitshearcapacityincludingperforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio=v/Cmb=designshear force/unitshearcapacity."W"indicates that thewinddesigncriterionwascriticalinselectingwall. Notes: Refer toElevationViewdiagramsforindividuallevelforupliftanchorageforce t for perforatedwallsgivenbySDPWS4.3.6.4.2,4. 14 17 of 43 WoodWorks®Shearwalls 997-BC-SHEAR.wsw Sep.6,202213:47:11 HOLD-DOWNDESIGN(flexibleseismicdesign) Level 1 TensileASD Line-Location[ft]Holddown Force[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 2.13 382 382 LIMIT w/o 1500 0.25 1-1 L Op 1 0.00 27.88 382 382 LIMIT w/o 1500 0.25 1-1 R Op 1 0.00 33.13 397 397 LIMIT w/o 1500 0.26 1-1 L Op 2 0.00 38.13 397 397 LIMIT w/o 1500 0.26 1-1 R Op 2 0.00 46.13 389 389 LIMIT w/o 1500 0.26 1-1 R End 0.00 54.88 389 389 LIMIT w/o 1500 0.26 Line 3 3-1 R Op 1 24.00 5.63 369 369 LIMIT w/o 1500 0.25 3-1 L Op 2 24.00 13.38 369 369 LIMIT w/o 1500 0.25 3-1 R Op 2 24.00 16.62 369 369 LIMIT w/o 1500 0.25 3-1 L Op 3 24.00 24.63 369 369 LIMIT w/o 1500 0.25 3-1 R Op 3 24.00 27.88 361 361 LIMIT w/o 1500 0.24 3-1 R End 24.00 56.88 361 361 LIMIT w/o 1500 0.24 Line A A-1 L End 0.12 2.00 1473 1473 STHD14 (6"3695 0.40 A-1 R End 9.87 2.00 1473 1473 STHD14 (6"3695 0.40 Line B B-1 L End 10.63 37.50 1536 1536 STHD14 (6"3695 0.42 B-1 L Op 1 17.38 37.50 1536 1536 STHD14 (6"3695 0.42 B-1 R Op 1 20.63 37.50 1077 1077 STHD14 (6"3695 0.29 B-1 R End 23.38 37.50 1077 1077 STHD14 (6"3695 0.29 Line C C-1 L End 0.12 55.00 802 802 LIMIT w/o 1500 0.53 C-1 L Op 1 6.63 55.00 802 802 LIMIT w/o 1500 0.53 C-2 L End 10.13 57.00 512 512 LIMIT w/o 1500 0.34 C-2 L Op 1 12.88 57.00 512 512 LIMIT w/o 1500 0.34 C-2 R Op 1 21.13 57.00 512 512 LIMIT w/o 1500 0.34 C-2 R End 23.88 57.00 512 512 LIMIT w/o 1500 0.34 Legend: Line-Wall: Atwalloropening–Shearlineandwallnumber Atverticalelement-Shearline Posit'n-Positionofstud thathold-downisattached to: VElem-Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd-Atleftorrightwallend LorR Opn-Atleftorrightsideofopening n t @ Opn-Uplift force t atopeningn fromoffsetopeninginperforatedwallabove, fromSDPWS4.3.6.2.1 Location-Co-ordinatesinPlanView Hold-downForces: Shear–Seismicshearoverturningcomponent, factored forASDby0.7.Forperforatedwalls,T fromSDPWS4.3-8isused Dead–Deadloadresistingcomponent, factored forASDby0.60 Ev–Verticalseismicloadeffect fromASCE712.4.2.2=-0.2SdsxASDseismic factorxunfactoredD=0.233x factoredD.Refer toSeismic Information tableformoredetails. Cmb'd-SumofASD-factoredoverturning,deadandverticalseismic forces.Mayalsoinclude theuplift force t fromperforatedwalls fromSDPWS 4.3.6.2.1whenopeningsarestaggered. Hold-down–Deviceused fromhold-downdatabase Cap–AllowableASD tensionload Crit.Resp.–CriticalResponse=CombinedASD force/AllowableASD tensionload Notes: CombinedforcefromASCE72.4.1loadcombination10=-(0.6D-0.7Ev+0.7Eh);Eh(from12.4.2.1)=-shearoverturningforce Refer toShearResults tableforfactorCo,andshearlinedimensions tablefor thesumofLi,used tocalculate tensionforceTforperforatedwallsfrom SDPWSEqn.4.3-8. Designerisresponsiblefordesignofconnectionfromwall tofloororfoundationfor shearforceshowninShearResults table.Refer toSDPWS4.3.6.4.3 forfoundationanchorboltrequirements. 15 18 of 43 WoodWorks®Shearwalls 997-BC-SHEAR.wsw Sep.6,202213:47:11 COLLECTORFORCES(flexibleseismicdesign) Level 1 DragStrut Strap/Blocking Line-Position on Wall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 2655 2655 1-1 LeftOpening 1 0.00 28.00 413 -413 1-1 Right Opening 1 0.00 33.00 162 -162 1-1 LeftOpening 2 0.00 38.25 245 -245 1-1 Right Opening 2 0.00 46.00 -143 143 Line 3 Shearline force 2841 2841 3-1 Right Opening 1 24.00 5.50 -274 274 3-1 LeftOpening 2 24.00 13.50 -173 173 3-1 Right Opening 2 24.00 16.50 -323 323 3-1 LeftOpening 3 24.00 24.75 -219 219 3-1 Right Opening 3 24.00 27.75 -368 368 Line A Shearline force 1954 1954 A-1 LeftOpening 1 3.50 2.00 33 -33 A-1 Right Opening 1 6.50 2.00 1107-1107 A-1 LeftOpening 1 3.50 2.00 420 420 A-1 Right Opening 1 6.50 2.00 420 420 Line B Shearline force 2326 2326 B-1 LeftWall End 10.50 37.50 -1018 1018 B-1 LeftOpening 1 17.50 37.50 113 -113 B-1 Right Opening 1 20.50 37.50 -178 178 B-1 Right Wall End 23.50 37.50 48 -48 Line C Shearline force 1216 1216 C-1 LeftOpening 1 6.75 55.00 422 -422 C-2 LeftOpening 1 13.00 57.00 331 -331 C-2 Right Opening 1 21.00 57.00 -74 74 Legend: Line-Wall-Shearlineandwallnumber Position…-Sideofopeningorwallend thatdragstrutisattached to Location-Co-ordinatesinPlanView DragstrutForce-Axial forcein transferelementatopenings,gaps,orchangesindesignshearalongshearline.+ : tension;- : compression. BasedonASD-factoredshearline forceshown.ForSDCC-F,itis thegreaterof thedesignshearline forceand thediaphragm forceFpx,added toshearline force fromstoryaboveand to forces transferred fromdiscontinuousshearlines factoredbyoverstrength(omega)asper12.10.1.1. Refer toSeismicInformation table fordiaphragm forcesandomega factor. ForSDCD-F,ifhorizontal torsionalirregularities2,3,or4areinput,orverticalirregularity4detectedorinput,25%increase from12.3.3.4applied. Forperforatedwalls, this forceisconverted tovmaxusing4.3.6.4.1.1. Strap/BlockingForce–For force-transferwalls, force transferred fromaboveandbelowopening toshearwallpier. ->Due toshearline forcein thewest-to-eastorsouth-to-northdirection <-Due toshearline forcein theeast-to-westornorth-to-southdirection 16 19 of 43 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)997-BC-SHEAR(GarExt).wsw Sep.6,202215:07:33 -10'-5'0'5'10'15'20'25'30'35'40'45' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' C-2 A-2 A-1 C-1 B-1 B-2 C-3 Segmented Perforated Force-transfer Non-shearwall Aspectfactor Orange=Selectedwall(s) Level1of 1 20 of 43 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls2019(Update3) 997-BC-SHEAR(GarExt).wsw Sep.6,202215:11:55 Project Information COMPANYANDPROJECT INFORMATION Company Project Phillips Structural Engineering PO Box108 Milton, WA 98354 DESIGNSETTINGS DesignCode IBC 2018/AWC SDPWS 2015 WindStandard ASCE7-16 Directional(All heights) SeismicStandard ASCE 7-16 LoadCombinations ForDesign(ASD) 0.70 Seismic 0.60 Wind ForDeflection(Strength) 1.00 Seismic 1.00 Wind BuildingCodeCapacityModification Wind Seismic 1.00 1.00 ServiceConditionsandLoadDuration Duration Factor - Temperature Range - MoistureContent Fabrication Service - - MaxShearwallOffset[ft] Plan (withinstory) 4.00 Elevation (betweenstories) - MaximumHeight-to-widthRatio Woodpanels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignorenon-wood-panelshearresistancecontribution... Wind Seismic Never Always Forcesbasedon... Hold-downs Appliedloads Dragstruts Appliedloads Shearwallrelativerigidity:Wall capacity PerforatedshearwallCofactor:SDPWS Equation4.3-5 Non-identical materialsandconstructionontheshearline:Not allowed DeflectionEquation:Nodeflectionanalysis Drift limitforwinddesign:1/ 500 storyheight Force-transferstrap:Continuous at top ofhighest openingand bottom of lowest SITE INFORMATION RiskCategory CategoryII - All others Wind ASCE 7-16Directional(Allheights) Seismic ASCE 7-16 12.8EquivalentLateral Force Procedure DesignWindSpeed 110mph Exposure Exposure B Enclosure Partiallyenclosed StructureType Regular BuildingSystem BearingWall DesignCategory D SiteClass D Topographic Information[ft] Shape - Height - Length - SiteLocation: - Elev: 0ft Rigid building - Static analysis SpectralResponseAcceleration S1:0.500g Ss:1.510g FundamentalPeriod E-W N-S TUsed 0.129s 0.129s ApproximateTa 0.129s 0.129s Maximum T 0.181s 0.181s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.80Case 2 N-S loadsE-W loads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16psf 8 psf ServiceabilityWindSpeed 100mph 1 21 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 11.77 0.0 Level1 2.77 9.3 9.00 Foundation 2.00 BLOCKandROOF INFORMATION Block Roof Panels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 1 Story N-SRidge LocationX,Y =0.00 2.00 North Gable 90.0 1.00 ExtentX,Y =24.00 53.00 South Gable 90.0 1.00 RidgeXLocation,Offset 12.00 0.00 East Side 27.0 1.00 Ridge Elevation,Height 17.89 6.11 West Side 27.0 1.00 Block 2 1 Story N-SRidge LocationX,Y =10.00 0.00 North Joined 90.0 1.00 ExtentX,Y =14.00 2.00 South Gable 90.0 1.00 RidgeXLocation,Offset 17.00 0.00 East Side 27.0 1.00 Ridge Elevation,Height 15.34 3.57 West Side 27.0 1.00 Block 3 1 Story N-SRidge LocationX,Y =10.00 55.00 North Gable 90.0 1.00 ExtentX,Y =14.00 2.00 South Joined 90.0 1.00 RidgeXLocation,Offset 17.00 0.00 East Side 27.0 1.00 Ridge Elevation,Height 15.34 3.57 West Side 27.0 1.00 Block 4 1 Story E-WRidge LocationX,Y =24.00 37.00 North Side 27.0 1.00 ExtentX,Y =5.00 18.00 South Side 27.0 1.00 Ridge Y Location,Offset 46.00 0.00 East Gable 90.0 1.00 Ridge Elevation,Height 16.36 4.59 West Joined 153.0 1.00 2 22 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Nail N 4 12 Y 1,2,3 2 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3 Legend: Grp–WallDesignGroupnumber,used toreferencewallinothertables(createdbyprogram) Surf–Exteriororinteriorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.2.2C Thick–Nominalpanel thickness GU-Gypsumunderlay thickness Ply–Numberofplies(orlayers) inconstructionofplywoodsheets Or–Orientationof longerdimensionofsheathingpanels Gvtv–Shearstiffness in lb/in.ofdepth fromSDPWSTablesC4.2.2A-B Type–Fastener type fromSDPWSTables4.3A-D:Nail–commonwirenail forstructuralpanelsand lumber,coolerorgypsumwallboardnail for GWB,plasterboardnail forgypsum lath,galvanisednail forgypsumsheathing;Box-boxnail;Casing – casing nail;Roof–roofingnail;Screw– drywallscrew Size-Common,box,andcasingnails:refer toSDPWSTableA1(casingsizes = boxsizes). Gauges:11ga = 0.120”x1-3/4”(gypsumsheathing,25/32”fiberboard),1-1/2”(lath&plaster,1/2” fiberboard);13gaplasterboard=0.92”x1- 1/8”. Coolerorgypsumwallboardnail:5d= .086”x1-5/8”;6d = .092”x1-7/8”;8d= .113”x2-3/8”;6/8d = 6dbaseply,8d faceplyfor2-plyGWB. Drywallscrews:No.6,1-1/4”long. 5/8”gypsumsheathingcanalsouse6dcoolerorGWBnail Df–Deformednails( threadedorspiral),with increasedwithdrawalcapacity Eg–Panel edge fastenerspacing Fd–Fieldspacing interior topanels Bk–Sheathing isnailed toblockingatallpaneledges;Y(es)orN(o) ApplyNotes–Notesbelow table legendwhichapply tosheathingside Notes: 1.Capacityhasbeenreducedfor framingspecificgravityaccording toSDPWST4.3ANote3. 2.Framingatadjoining paneledgesmustbe3"nominalorwiderwithstaggerednailingaccording toSDPWS4.3.7.1.4 3.Shearcapacityforcurrentdesignhasbeen increased to thevaluefor15/32"sheathingwithsamenailingbecausestudspacing is16"max.or panelorientation ishorizontal.SeeSDPWST4.3ANote2. FRAMINGMATERIALSandSTANDARDWALLbyWALLGROUP Wall Species Grade b d Spcg SG E StandardWall Grp in in in psi^6 1 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 2 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 Legend: WallGrp–WallDesignGroup b–Studbreadth(thickness) d–Studdepth(width) Spcg–Maximumon-centrespacingofstuds fordesign,actualspacingmaybe less. SG–Specificgravity E–Modulusofelasticity StandardWall-Standardwalldesignedasgroup. Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. 3 23 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 SHEARLINE,WALLandOPENINGDIMENSIONS North-south Type Wall Location Extent[ft]Length FHS Aspect Height Shearlines Group X[ft]Start End [ft][ft]Ratio [ft] Line 1 Level 1 Line 1 2 0.00 2.00 55.00 53.00 40.25 -9.00 Wall1-1 Seg 2 0.00 2.00 55.00 53.00 40.25 -- Segment 1 --2.00 28.00 26.00 -0.35 - Opening 1 --28.00 33.00 5.00 --6.00 Segment 2 --33.00 38.25 5.25 -1.71 - Opening 2 --38.25 46.00 7.75 --6.00 Segment 3 --46.00 55.00 9.00 -1.00 - Line 2 Level 1 Line 2 10.00 0.00 57.00 57.00 0.00 -9.00 Wall2-1 NSW 10.00 0.00 2.00 2.00 0.00 1.00 - Wall2-2 NSW 10.00 55.00 57.00 2.00 0.00 1.00 - Line 3 Level 1 Line 3 2 24.00 0.00 57.00 57.00 25.50 -9.00 Wall3-1 Seg 2 24.00 0.00 37.00 37.00 25.50 -- Segment 1 --0.00 2.50 2.50 -3.60 - Opening 1 --2.50 5.50 3.00 --6.00 Segment 2 --5.50 13.50 8.00 -1.13 - Opening 2 --13.50 16.50 3.00 --6.00 Segment 3 --16.50 24.75 8.25 -1.09 - Opening 3 --24.75 27.75 3.00 --6.00 Segment 4 --27.75 37.00 9.25 -0.97 - Wall3-2 Seg 2 24.00 55.00 57.00 2.00 0.00 4.50 - Line 4 Level 1 Line 4 Seg 2 29.00 37.00 55.00 18.00 18.00 -9.00 Wall4-1 Seg 2 29.00 37.00 55.00 18.00 18.00 0.50 - East-west Type Wall Location Extent[ft]Length FHS Aspect Height Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft] Line A Level 1 Line A 1 0.83 0.00 24.00 24.00 10.00 -9.00 WallA-1 FT 1 2.00 0.00 10.00 10.00 10.00 -- Segment 1 --0.00 3.50 3.50 -1.43 - Opening 1 --3.50 6.50 3.00 --5.00 Segment 2 --6.50 10.00 3.50 -1.43 - WallA-2 Seg 1 0.00 10.00 24.00 14.00 0.00 -- Segment 1 --10.00 12.50 2.50 -3.60 - Opening 1 --12.50 21.50 9.00 --6.00 Segment 2 --21.50 24.00 2.50 -3.60 - Line B Level 1 Line B 2 37.50 0.00 29.00 29.00 15.00 -9.00 WallB-1 Seg 2 37.50 10.50 28.50 18.00 15.00 -- Segment 1 --10.50 17.50 7.00 -1.29 - Opening 1 --17.50 20.50 3.00 --6.00 Segment 2 --20.50 28.50 8.00 -1.13 - WallB-2 NSW 37.00 24.00 29.00 5.00 0.00 1.00 - Line C Level 1 Line C 2 56.17 0.00 24.00 24.00 12.75 -9.00 WallC-1 Seg 2 55.00 0.00 10.00 10.00 6.75 -- Segment 1 --0.00 6.75 6.75 -1.33 - Opening 1 --6.75 9.25 2.50 --6.00 Segment 2 --9.25 10.00 0.75 -12.00 - WallC-2 Seg 2 57.00 10.00 24.00 14.00 6.00 -- Segment 1 --10.00 13.00 3.00 -3.00 - Opening 1 --13.00 21.00 8.00 --6.00 Segment 2 --21.00 24.00 3.00 -3.00 - WallC-3 NSW 55.00 24.00 29.00 5.00 0.00 1.00 - Legend: Type-Seg = segmented,Prf = perforated,FT = force-transfer,NSW = non-shearwall Location-Dimension perpendicular towall FHS-Lengthof full-heightsheathingused toresistshearforce.Forperforatedwalls, it isbasedon the factoredsegmentsLidefined inSDPWS 4.3.4.3 4 24 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 AspectRatio–Ratioofwall height tosegment length(h/bs), for force-transferwalls, theaspectratioof thecentralpier WallGroup-Walldesigngroupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall If twowallgroupnumbers listed, theyare forrigid diaphragmand flexiblediaphragmdesign. 5 25 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 Loads WINDSHEARLOADS(asenteredorgenerated) Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall MinW->EWind Line 0.00 2.00 36.0 Block 1 WWall 1 W->EWind Line 0.00 2.00 46.3 Block 1 WRoof 1 W->EWind Line 1.00 56.00 14.6 Block 1 WRoof MinW->EWind Line 1.00 56.00 26.5 Block 1 WWall 1 W->EWind Line 2.00 55.00 46.3 Block 1 WWall MinW->EWind Line 2.00 55.00 36.0 Block 1 WWall MinW->EWind Line 55.00 57.00 36.0 Block 1 WWall 1 W->EWind Line 55.00 57.00 46.3 Block 1 EWall MinW->E Lee Line 0.00 37.00 36.0 Block 1 EWall 1 W->E Lee Line 0.00 37.00 28.9 Block 1 ERoof 1 W->E Lee Line 1.00 56.00 51.1 Block 1 ERoof MinW->E Lee Line 1.00 56.00 26.5 Block 1 EWall 1 W->E Lee Line 37.00 55.00 28.9 Block 1 EWall MinW->E Lee Line 37.00 55.00 36.0 Block 1 EWall 1 W->E Lee Line 55.00 57.00 28.9 Block 1 EWall MinW->E Lee Line 55.00 57.00 36.0 Block 1 WWall MinE->W Lee Line 0.00 2.00 36.0 Block 1 WWall 1 E->W Lee Line 0.00 2.00 28.9 Block 1 WRoof 1 E->W Lee Line 1.00 56.00 51.1 Block 1 WRoof MinE->W Lee Line 1.00 56.00 26.5 Block 1 WWall MinE->W Lee Line 2.00 55.00 36.0 Block 1 WWall 1 E->W Lee Line 2.00 55.00 28.9 Block 1 WWall MinE->W Lee Line 55.00 57.00 36.0 Block 1 WWall 1 E->W Lee Line 55.00 57.00 28.9 Block 1 EWall MinE->WWind Line 0.00 37.00 36.0 Block 1 EWall 1 E->WWind Line 0.00 37.00 46.3 Block 1 ERoof 1 E->WWind Line 1.00 56.00 14.6 Block 1 ERoof MinE->WWind Line 1.00 56.00 26.5 Block 1 EWall MinE->WWind Line 37.00 55.00 36.0 Block 1 EWall 1 E->WWind Line 37.00 55.00 46.3 Block 1 EWall MinE->WWind Line 55.00 57.00 36.0 Block 1 EWall 1 E->WWind Line 55.00 57.00 46.3 Block 1 SWall 1 S->NWind Line 0.00 10.00 46.3 Block 1 SL Gable 1 S->NWind Line 0.00 12.00 0.0 63.2 Block 1 SL Gable MinS->NWind Line 0.00 12.00 0.0 48.9 Block 1 SWall MinS->NWind Line 0.00 10.00 36.0 Block 1 SWall 1 S->NWind Line 10.00 24.00 46.3 Block 1 SWall MinS->NWind Line 10.00 24.00 36.0 Block 1 SR Gable 1 S->NWind Line 12.00 24.00 63.2 0.0 Block 1 SR Gable MinS->NWind Line 12.00 24.00 48.9 0.0 Block 1 SWall MinS->NWind Line 24.00 29.00 36.0 Block 1 SWall 1 S->NWind Line 24.00 29.00 46.3 Block 1 NL Gable MinS->N Lee Line 0.00 12.00 0.0 48.9 Block 1 NWall MinS->N Lee Line 0.00 10.00 36.0 Block 1 NL Gable 1 S->N Lee Line 0.00 12.00 0.0 22.8 Block 1 NWall 1 S->N Lee Line 0.00 10.00 16.8 Block 1 NWall 1 S->N Lee Line 10.00 24.00 16.8 Block 1 NWall MinS->N Lee Line 10.00 24.00 36.0 Block 1 NR Gable MinS->N Lee Line 12.00 24.00 48.9 0.0 Block 1 NR Gable 1 S->N Lee Line 12.00 24.00 22.8 0.0 Block 1 NWall MinS->N Lee Line 24.00 29.00 36.0 Block 1 NWall 1 S->N Lee Line 24.00 29.00 16.8 Block 1 SL Gable 1 N->S Lee Line 0.00 12.00 0.0 22.8 Block 1 SL Gable MinN->S Lee Line 0.00 12.00 0.0 48.9 Block 1 SWall MinN->S Lee Line 0.00 10.00 36.0 Block 1 SWall 1 N->S Lee Line 0.00 10.00 16.8 Block 1 SWall 1 N->S Lee Line 10.00 24.00 16.8 Block 1 SWall MinN->S Lee Line 10.00 24.00 36.0 Block 1 SR Gable MinN->S Lee Line 12.00 24.00 48.9 0.0 Block 1 SR Gable 1 N->S Lee Line 12.00 24.00 22.8 0.0 Block 1 SWall 1 N->S Lee Line 24.00 29.00 16.8 Block 1 SWall MinN->S Lee Line 24.00 29.00 36.0 Block 1 NL Gable MinN->SWind Line 0.00 12.00 0.0 48.9 Block 1 NWall 1 N->SWind Line 0.00 10.00 46.3 Block 1 NWall MinN->SWind Line 0.00 10.00 36.0 Block 1 NL Gable 1 N->SWind Line 0.00 12.00 0.0 63.2 Block 1 N Wall Min N->S Wind Line 10.00 24.00 36.0 6 26 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 N Wall 1 N->S Wind Line 10.00 24.00 46.3 Block 1 NR Gable MinN->SWind Line 12.00 24.00 48.9 0.0 Block 1 NR Gable 1 N->SWind Line 12.00 24.00 63.2 0.0 Block 1 NWall 1 N->SWind Line 24.00 29.00 46.3 Block 1 NWall MinN->SWind Line 24.00 29.00 36.0 Block 2 WRoof 1 W->EWind Line -1.00 2.00 4.6 Block 2 WRoof MinW->EWind Line -1.00 2.00 16.3 Block 2 ERoof 1 W->E Lee Line -1.00 2.00 31.5 Block 2 ERoof MinW->E Lee Line -1.00 2.00 16.3 Block 2 WRoof MinE->W Lee Line -1.00 2.00 16.3 Block 2 WRoof 1 E->W Lee Line -1.00 2.00 31.5 Block 2 ERoof 1 E->WWind Line -1.00 2.00 4.6 Block 2 ERoof MinE->WWind Line -1.00 2.00 16.3 Block 2 SL Gable 1 S->NWind Line 10.00 17.00 0.0 36.7 Block 2 SL Gable MinS->NWind Line 10.00 17.00 0.0 28.5 Block 2 SR Gable 1 S->NWind Line 17.00 24.00 36.7 0.0 Block 2 SR Gable MinS->NWind Line 17.00 24.00 28.5 0.0 Block 2 SL Gable 1 N->S Lee Line 10.00 17.00 0.0 22.9 Block 2 SL Gable MinN->S Lee Line 10.00 17.00 0.0 28.5 Block 2 SR Gable 1 N->S Lee Line 17.00 24.00 22.9 0.0 Block 2 SR Gable MinN->S Lee Line 17.00 24.00 28.5 0.0 Block 3 WRoof MinW->EWind Line 55.00 58.00 16.3 Block 3 WRoof 1 W->EWind Line 55.00 58.00 4.6 Block 3 ERoof MinW->E Lee Line 55.00 58.00 16.3 Block 3 ERoof 1 W->E Lee Line 55.00 58.00 31.5 Block 3 WRoof 1 E->W Lee Line 55.00 58.00 31.5 Block 3 WRoof MinE->W Lee Line 55.00 58.00 16.3 Block 3 ERoof 1 E->WWind Line 55.00 58.00 4.6 Block 3 ERoof MinE->WWind Line 55.00 58.00 16.3 Block 3 NL Gable MinS->N Lee Line 10.00 17.00 0.0 28.5 Block 3 NL Gable 1 S->N Lee Line 10.00 17.00 0.0 22.9 Block 3 NR Gable 1 S->N Lee Line 17.00 24.00 22.9 0.0 Block 3 NR Gable MinS->N Lee Line 17.00 24.00 28.5 0.0 Block 3 NL Gable 1 N->SWind Line 10.00 17.00 0.0 36.7 Block 3 NL Gable MinN->SWind Line 10.00 17.00 0.0 28.5 Block 3 NR Gable MinN->SWind Line 17.00 24.00 28.5 0.0 Block 3 NR Gable 1 N->SWind Line 17.00 24.00 36.7 0.0 Block 4 EL Gable MinW->E Lee Line 37.00 46.00 0.0 36.7 Block 4 EL Gable 1 W->E Lee Line 37.00 46.00 0.0 29.5 Block 4 ER Gable MinW->E Lee Line 46.00 55.00 36.7 0.0 Block 4 ER Gable 1 W->E Lee Line 46.00 55.00 29.5 0.0 Block 4 EL Gable MinE->WWind Line 37.00 46.00 0.0 36.7 Block 4 EL Gable 1 E->WWind Line 37.00 46.00 0.0 47.2 Block 4 ER Gable 1 E->WWind Line 46.00 55.00 47.2 0.0 Block 4 ER Gable MinE->WWind Line 46.00 55.00 36.7 0.0 Block 4 SL Roof 1 S->NWind Line 15.00 25.00 0.0 8.7 Block 4 SL Roof MinS->NWind Line 15.00 25.00 0.0 20.4 Block 4 SCtrRoof MinS->NWind Line 25.00 30.00 20.4 Block 4 SCtrRoof 1 S->NWind Line 25.00 30.00 8.7 Block 4 NL Roof MinS->N Lee Line 15.00 25.00 0.0 20.4 Block 4 NL Roof 1 S->N Lee Line 15.00 25.00 0.0 39.3 Block 4 NCtrRoof 1 S->N Lee Line 25.00 30.00 39.3 Block 4 NCtrRoof MinS->N Lee Line 25.00 30.00 20.4 Block 4 SL Roof 1 N->S Lee Line 15.00 25.00 0.0 39.3 Block 4 SL Roof MinN->S Lee Line 15.00 25.00 0.0 20.4 Block 4 SCtrRoof 1 N->S Lee Line 25.00 30.00 39.3 Block 4 SCtrRoof MinN->S Lee Line 25.00 30.00 20.4 Block 4 NL Roof 1 N->SWind Line 15.00 25.00 0.0 8.7 Block 4 NL Roof MinN->SWind Line 15.00 25.00 0.0 20.4 Block 4 NCtrRoof 1 N->SWind Line 25.00 30.00 8.7 Block 4 NCtrRoof MinN->SWind Line 25.00 30.00 20.4 Legend: Block-Blockused in loadgeneration Accum.= loadsfromoneblockcombinedwithanother Manual=user-entered loads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhich loadsgeneratedorentered LoadCase-Oneof the following: ASCE7AllHeights:Case1or2 fromFig27.3-8orminimum loads from27.1.5 ASCE7Low-rise:ReferencecornerandCaseAorB fromFig28.3-1orminimum loads from28.3.4 7 27 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 WindDir-Directionofwind for loadswithpositivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardor leewardsideof thebuilding for loads ingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start= intensityofuniformandpointloadsorleftmost intensityof trapezoidalload,End = right intensityof trap load TribHt-Tributaryheightofarea loadsonly Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored)loads.Theprogramappliesa loadfactorof0.60towindloads beforedistributingthem to theshearlines. 8 28 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 BUILDINGMASSES Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 1 1 Line 1.00 56.00 195.0 195.0 E-W Roof Block 1 3 Line 1.00 56.00 195.0 195.0 E-W Roof Block 2 2 Line -1.00 2.00 120.0 120.0 E-W Roof Block 2 3 Line -1.00 2.00 120.0 120.0 E-W Roof Block 3 2 Line 55.00 58.00 120.0 120.0 E-W Roof Block 3 3 Line 55.00 58.00 120.0 120.0 E-W Roof Block 4 3 Line 36.00 56.00 37.5 37.5 E-W Roof Block 4 4 Line 36.00 56.00 52.5 52.5 E-W L Gable Block 4 4 Line 37.00 46.00 45.9 0.0 E-W R Gable Block 4 4 Line 46.00 55.00 0.0 45.9 N-S Roof Block 1 Line -1.00 25.00 412.5 412.5 N-S Roof Block 1 C Line -1.00 25.00 412.5 412.5 N-S Roof Block 2 A Line 9.00 25.00 30.0 30.0 N-S Roof Block 2 Line 9.00 25.00 15.0 15.0 N-S Roof Block 3 C Line 9.00 25.00 15.0 15.0 N-S Roof Block 3 Line 9.00 25.00 30.0 30.0 N-S Roof Block 4 Line 24.00 30.00 150.0 150.0 N-S Roof Block 4 C Line 24.00 30.00 150.0 150.0 N-S L Gable Block 1 Line 0.00 12.00 61.1 0.0 N-S R Gable Block 1 Line 12.00 24.00 0.0 61.1 N-S R Gable Block 1 C Line 0.00 12.00 61.1 0.0 N-S L Gable Block 1 C Line 12.00 24.00 0.0 61.1 N-S L Gable Block 2 A Line 10.00 17.00 35.7 0.0 N-S R Gable Block 2 A Line 17.00 24.00 0.0 35.7 N-S R Gable Block 3 Line 10.00 17.00 35.7 0.0 N-S L Gable Block 3 Line 17.00 24.00 0.0 35.7 BothWall 1-1 n/a 1 Line 2.00 55.00 45.0 45.0 BothWall 2-1 n/a 2 Line 0.00 2.00 45.0 45.0 BothWall 2-2 n/a 2 Line 55.00 57.00 45.0 45.0 BothWall 3-1 n/a 3 Line 0.00 37.00 45.0 45.0 BothWall 3-2 n/a 3 Line 55.00 57.00 45.0 45.0 BothWall 4-1 n/a 4 Line 37.00 55.00 45.0 45.0 BothWall A-2 n/a A Line 10.00 24.00 45.0 45.0 BothWall A-1 n/a Line 0.00 10.00 45.0 45.0 BothWall B-2 n/a Line 24.00 29.00 45.0 45.0 BothWall B-1 n/a B Line 10.50 28.50 27.0 27.0 BothWall C-1 n/a C Line 0.00 10.00 45.0 45.0 BothWall C-3 n/a C Line 24.00 29.00 45.0 45.0 BothWall C-2 n/a Line 10.00 24.00 45.0 45.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Building element-Roof,gableend,wallor floorareaused togeneratemass,wallline foruser-applied masses,FloorF#-refer toPlanView for floor areanumber Wall line -Shearline thatequivalent line load isassignedto Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserappliedarea loadsonly 9 29 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 SEISMICLOADS Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line -1.00 0.00 36.9 36.9 E-W Point 0.00 0.00 135 135 E-W Line 0.00 1.00 50.8 50.8 E-W Line 1.00 2.00 110.8 110.8 E-W Point 2.00 2.00 182 182 E-W Line 2.00 36.00 73.8 73.8 E-W Line 36.00 37.00 87.7 87.7 E-W Point 37.00 37.00 35 35 E-W Line 37.00 46.00 87.7 94.7 E-W Point 37.50 37.50 75 75 E-W Line 46.00 55.00 94.7 87.7 E-W Point 55.00 55.00 217 217 E-W Line 55.00 56.00 124.6 124.6 E-W Line 56.00 57.00 50.8 50.8 E-W Point 57.00 57.00 135 135 E-W Line 57.00 58.00 36.9 36.9 N-S Line -1.00 0.00 126.9 126.9 N-S Point 0.00 0.00 367 367 N-S Line 0.00 9.00 140.8 154.9 N-S Line 9.00 10.00 168.7 170.3 N-S Point 10.00 10.00 28 28 N-S Line 10.00 10.50 170.3 171.9 N-S Line 10.50 12.00 176.0 180.7 N-S Line 12.00 17.00 180.7 180.7 N-S Line 17.00 24.00 180.7 158.8 N-S Point 24.00 24.00 270 270 N-S Line 24.00 25.00 204.9 204.9 N-S Line 25.00 28.50 64.2 64.2 N-S Line 28.50 29.00 60.0 60.0 N-S Point 29.00 29.00 188 188 N-S Line 29.00 30.00 46.2 46.2 Legend: Loads in tablecanbeaccumulationof loads fromseveralbuildingmasses,so theydonotcorrespondwithaparticularbuilding element. Location-Startandendof load indirectionperpendiculartoseismic forcedirection Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored)loads.Theprogramappliesa loadfactorof0.70andredundancy factor toseismic loadsbeforedistributingthem totheshearlines. 10 30 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 DesignSummary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficientdesigncapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficientdesigncapacity. HOLDDOWNDESIGN WindLoads,FlexibleDiaphragm Allhold-downshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm Allhold-downshavesufficient designcapacity. ThisDesignSummarydoesnot include failures thatoccurdue toexcessivestorydrift fromASCE7CC.2.2(wind)or12.12(seismic). Refer toStoryDrift table in thisreport toverify thisdesigncriterion. Refer to theDeflection table forpossible issuesregardingfastenerslippage(SDPWSTableC4.2.2D). 11 31 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 FlexibleDiaphragmWind Design ASCE7 Directional (All Heights)Loads SHEARRESULTS N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line 1 Level 1 Ln1, Lev1 -Both - - 953 - - -339 --13625 - Wall1-1 2 Both - - 953 -1.0 -339 --13625 - Seg. 1 -Both 23.7 0.0 616 -1.0 -339 -339 8802 0.07 Seg. 2 -Both 23.7 0.0 124 -1.0 -339 -339 1777 0.07 Seg. 3 -Both 23.7 0.0 213 -1.0 -339 -339 3047 0.07 Line 3 Ln3, Lev1 -Both - - 1295 - - -339 --8632 - Wall3-1 2 Both - - 1295 -1.0 -339 --8632 - Seg. 1 -Both 0.0 0.0 0 -1.0 -339 -339 - - Seg. 2 -Both 50.8 0.0 406 -1.0 -339 -339 2708 0.15 Seg. 3 -Both 50.8 0.0 419 -1.0 -339 -339 2793 0.15 Seg. 4 -Both 50.8 0.0 470 -1.0 -339 -339 3131 0.15 Wall3-2 2 Both 0.0 - 0 -1.0 -339 -- - - Line 4 Ln4, Lev1 2 Both 10.9 - 195 -1.0 -339 -339 6093 0.03 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 1 LnA, Lev1 -Both - - 1646 - - -495 --4948 - WallA-1 1 Both - - 1646 -1.0 -495 --4948 - Seg. 1 -Both 235.2 76.4 823 -1.0 -495 -495 1732 0.48 Open. 1 -Both -370.5 1111 - - -495 -495 1484 0.75 Seg. 2 -Both 235.2 76.4 823 -1.0 -495 -495 1732 0.48 WallA-2 1 Both 0.0 - 0 -1.0 -495 -- - - Line B LnB, Lev1 -W->E - - 2428 - - -339 --5078 - -E->W - - 2481 - - -339 --5078 - WallB-1 2 W->E - - 2428 -1.0 -339 --5078 - 2^E->W - - 2481 -1.0 -339 --5078 - Seg. 1 -W->E 161.9 0.0 1133 -1.0 -339 -339 2370 0.48 -E->W 165.4 0.0 1158 -1.0 -339 -339 2370 0.49 Seg. 2 -W->E 161.9 0.0 1295 -1.0 -339 -339 2708 0.48 -E->W 165.4 0.0 1323 -1.0 -339 -339 2708 0.49 Line C LnC, Lev1 -W->E - - 957 - - -339 --3639 - -E->W - - 1001 - - -339 --3639 - WallC-1 2 W->E - - 601 -1.0 -339 --2285 - 2 E->W - - 628 -1.0 -339 --2285 - Seg. 1 -W->E 89.0 0.0 601 -1.0 -339 -339 2285 0.26 -E->W 93.1 0.0 628 -1.0 -339 -339 2285 0.28 Seg. 2 -Both 0.0 0.0 0 -1.0 -339 -339 - - WallC-2 2 W->E - - 356 -1.0 -339 --1354 - 2 E->W - - 372 -1.0 -339 --1354 - Seg. 1 -W->E 59.4 0.0 178 -.67 -226 -226 677 0.26 -E->W 62.1 0.0 186 -.67 -226 -226 677 0.28 Seg. 2 -W->E 59.4 0.0 178 -.67 -226 -226 677 0.26 -E->W 62.1 0.0 186 -.67 -226 -226 677 0.28 Legend: WGp-Wall designgroupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswallis critical forallwalls in theStandardWallgroup. ForDir-Directionofwindforcealongshearline. v-Designshear forceonsegment = ASD-factoredshearforceperunit lengthoffull-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorandin-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHSis factored fornarrowsegmentsas per4.3.4.3 Force-transferwalls:Shear forceinpiersaboveandbeloweitheropeningsorpiersbesideopening(s).Aspectratio factordoesnotapplyto these piers. V-ASD factoredshear force.Forshearline: totalshearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Forwall:Unblockedstructuralwoodpanel factorCub fromSDPWS4.3.3.2.Forsegmentor force-transferpier:Aspectratioadjustment fromSDPWS4.3.3.4.1 Int-Unitshearcapacityof interiorsheathing;Ext-Unitshearcapacityofexteriorsheathing.Forwall:Unfactored.Forsegment:IncludeCub factor andaspectratioadjustments. 12 32 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-5. C-Sheathingcombinationrule,A=Addcapacities,S = Strongestside or twiceweakest,G = Stiffness-basedusingSDPWS4.3-3. Cmb-Combinedinteriorandexteriorunitshearcapacityincludingperforatedwall factorCo. V–Totalfactoredshearcapacityofshearline,wall orsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."S" indicates thatthewinddesigncriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,4. 13 33 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 HOLD-DOWNDESIGN(flexiblewinddesign) Level 1 TensileASD Line-Location[ft]Load HolddownForce[lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 2.13 Min 215 215 LIMIT w/o 1500 0.14 1-1 L Op 1 0.00 27.88 Min 215 215 LIMIT w/o 1500 0.14 1-1 R Op 1 0.00 33.13 Min 224 224 LIMIT w/o 1500 0.15 1-1 L Op 2 0.00 38.13 Min 224 224 LIMIT w/o 1500 0.15 1-1 R Op 2 0.00 46.13 Min 219 219 LIMIT w/o 1500 0.15 1-1 R End 0.00 54.88 Min 219 219 LIMIT w/o 1500 0.15 Line 3 3-1 R Op 1 24.00 5.63 Min 472 472 LIMIT w/o 1500 0.31 3-1 L Op 2 24.00 13.38 Min 472 472 LIMIT w/o 1500 0.31 3-1 R Op 2 24.00 16.62 Min 471 471 LIMIT w/o 1500 0.31 3-1 L Op 3 24.00 24.63 Min 471 471 LIMIT w/o 1500 0.31 3-1 R Op 3 24.00 27.88 Min 470 470 LIMIT w/o 1500 0.31 3-1 R End 24.00 36.88 Min 470 470 LIMIT w/o 1500 0.31 Line 4 4-1 L End 29.00 37.13 1 125 125 LIMIT w/o 1500 0.08 4-1 R End 29.00 54.88 1 125 125 LIMIT w/o 1500 0.08 Line A A-1 L End 0.12 2.00 1 1950 1950 STHD14 (6"3695 0.53 A-1 R End 9.87 2.00 1 1950 1950 STHD14 (6"3695 0.53 Line B B-1 L End 10.63 37.50 1 1511 1511 STHD14 (6"3695 0.41 B-1 L Op 1 17.38 37.50 1 1543 1543 STHD14 (6"3695 0.42 B-1 R Op 1 20.63 37.50 1 1504 1504 STHD14 (6"3695 0.41 B-1 R End 28.38 37.50 1 1536 1536 STHD14 (6"3695 0.42 Line C C-1 L End 0.12 55.00 1 991 991 LIMIT w/o 1500 0.66 C-1 L Op 1 6.63 55.00 1 1036 1036 LIMIT w/o 1500 0.69 C-2 L End 10.13 57.00 1 632 632 LIMIT w/o 1500 0.42 C-2 L Op 1 12.88 57.00 1 661 661 LIMIT w/o 1500 0.44 C-2 R Op 1 21.13 57.00 1 632 632 LIMIT w/o 1500 0.42 C-2 R End 23.88 57.00 1 661 661 LIMIT w/o 1500 0.44 Legend: Line-Wall: Atwalloropening–Shearline andwallnumberAtvertical element-Shearline Posit'n-Positionofstud thathold-down isattached to: VElem-Vertical element:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd-At leftorrightwallend LorROpn-At leftorrightsideofopening n t@Opn-Uplift force tatopeningn fromoffsetopening inperforatedwallabove, fromSDPWS4.3.6.2.1 Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical load case: ASCE7AllHeights:Case1or2 fromFig. 27.3-8 ASCE7Low-rise:Windwardcorner(s)andCaseAorB fromFig.28.3-1 ASCE7Minimum loads(27.1.5 / 28.3.4) Hold-downForces: Shear–Windshearoverturningcomponent,basedonshearline force,factored forASDby0.60.Forperforatedwalls,T fromSDPWS4.3-8 is used. Dead–Dead loadresistingcomponent, factored forASDby0.60 Uplift-Upliftwind loadcomponent, factored forASDby0.60.Forperforatedwalls,T fromSDPWS4.3-8 isused. Cmb'd-SumofASD-factoredoverturning,deadanduplift forces.Mayalso include theuplift force t fromperforatedwalls fromSDPWS4.3.6.2.1 whenopeningsarestaggered. Hold-down–Deviceusedfromhold-downdatabase Cap–AllowableASD tension load Crit.Resp.-CriticalResponse = CombinedASDforce / AllowableASD tension load Notes: Refer toShearResults tableforfactorCo,andshearlinedimensions tablefor thesumofLi, usedtocalculate tensionforceTforperforatedwalls fromSDPWSEqn.4.3-8. Designerisresponsiblefordesignofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 14 34 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 COLLECTORFORCES(flexiblewinddesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1 Left Opening 1 0.00 28.00 1 148 -148 1-1 Right Opening 1 0.00 33.00 1 58 -58 1-1 Left Opening 2 0.00 38.25 1 88 -88 1-1 Right Opening 2 0.00 46.00 1 -51 51 Line 3 3-1 Right Opening 1 24.00 5.50 1 -125 125 3-1 Left Opening 2 24.00 13.50 1 100 -100 3-1 Right Opening 2 24.00 16.50 1 31 -31 3-1 Left Opening 3 24.00 24.75 1 263 -263 3-1 Right Opening 3 24.00 27.75 1 195 -195 3-1 Right Wall End 24.00 37.00 1 454 -454 Line A A-1 Left Opening 1 3.50 2.00 1 27 -27 A-1 Right Opening 1 6.50 2.00 1 933 -933 A-1 Left Opening 1 3.50 2.00 556 556 A-1 Right Opening 1 6.50 2.00 556 556 Line B B-1 Left Wall End 10.50 37.50 1 -879 898 B-1 Left Opening 1 17.50 37.50 1 -332 339 B-1 Right Opening 1 20.50 37.50 1 -583 596 B-1 Right Wall End 28.50 37.50 1 42 -43 Line C C-1 Left Opening 1 6.75 55.00 1 332 -347 C-2 Left Opening 1 13.00 57.00 1 261 -273 C-2 Right Opening 1 21.00 57.00 1 -58 61 C-2 Right Wall End 24.00 57.00 1 0 Legend: Line-Wall-Shearlineandwallnumber Position…-Sideofopeningorwall end thatdragstrut isattachedto Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical load case: ASCE7All heightsCase1or 2 ASCE7Low-risecorner;CaseAor B DragstrutForce-Axial force in transferelementatopenings,gaps,orchanges indesignshearalongshearline.+ : tension;- : compression. BasedonASD-factoredshearline force(vmaxfrom4.3.6.4.1.1forperforatedwalls) Strap/BlockingForce–For force-transferwalls, force transferredfromaboveandbelowopeningtoshearwallpier. ->Due toshearline force in thewest-to-eastorsouth-to-northdirection <-Due toshearline force in theeast-to-westornorth-to-southdirection 15 35 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 Flexible Diaphragm Seismic Design SEISMICINFORMATION Level Mass Area Story Shear[lbs]DiaphragmForce[lbs] [lbs][sq.ft]E-W N-S E-W:Fpx Design N-S:Fpx Design 1 35295 1418.0 5430 5430 5969 5969 5969 5969 All 35295 -5430 5430 -- - - Legend: Mass–Sumofallgeneratedandinputbuilding masseson level=wx inASCE7equation12.8-12. StoryShear–Total unfactored(strength-level)shear force inducedat levelx, = Fx inASCE7equation12.8-11. DiaphragmForce–MinimumASD-factored forcefordiaphragmdesign, usedbyShearwallsonlyfordragstrut forces,asperException to12.10.2.1. Fpx is fromEqns.12.10-1,-2,and-3.Design = Thegreaterof thestoryshearandFpx + transferforces fromdiscontinuousshearlines, factoredby overstrength(omega)asper12.10.1.1.Omega =2.5asper12.2-1. RedundancyFactorp(rho): E-W1.00,N-S1.00 Automaticallycalculatedaccording toASCE712.3.4.2. VerticalEarthquakeLoadEv Ev = 0.2SdsD;Sds = 1.00;Ev = 0.200Dunfactored;0.140Dfactored; totaldead loadfactor:0.6-0.140 = 0.460 tension,1.0 + 0.140 =1.140 compression. 16 36 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 SHEARRESULTS(flexibleseismicdesign) N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line 1 Level 1 Ln1, Lev1 -Both - - 1691 - - -242 --9732 - Wall1-1 2 Both - - 1691 -1.0 -242 --9732 - Seg. 1 -Both 42.0 0.0 1092 -1.0 -242 -242 6287 0.17 Seg. 2 -Both 42.0 0.0 221 -1.0 -242 -242 1269 0.17 Seg. 3 -Both 42.0 0.0 378 -1.0 -242 -242 2176 0.17 Line 3 Ln3, Lev1 -Both - - 1826 - - -242 --6166 - Wall3-1 2 Both - - 1826 -1.0 -242 --6166 - Seg. 1 -Both 0.0 0.0 0 -1.0 -242 -242 - - Seg. 2 -Both 71.6 0.0 573 -1.0 -242 -242 1934 0.30 Seg. 3 -Both 71.6 0.0 591 -1.0 -242 -242 1995 0.30 Seg. 4 -Both 71.6 0.0 662 -1.0 -242 -242 2237 0.30 Wall3-2 2 Both 0.0 - 0 -1.0 -242 -- - - Line 4 Ln4, Lev1 2 Both 15.8 - 285 -1.0 -242 -242 4352 0.07 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 1 LnA, Lev1 -Both - - 1245 - - -353 --3534 - WallA-1 1^Both - - 1245 -1.0 -353 --3534 - Seg. 1 -Both 177.8 57.8 622 -1.0 -353 -353 1237 0.50 Open. 1 -Both -280.0 840 - - -353 -353 1060 0.79 Seg. 2 -Both 177.8 57.8 622 -1.0 -353 -353 1237 0.50 WallA-2 1 Both 0.0 - 0 -1.0 -353 -- - - Line B LnB, Lev1 -Both - - 1650 - - -242 --3627 - WallB-1 2 Both - - 1650 -1.0 -242 --3627 - Seg. 1 -Both 110.0 0.0 770 -1.0 -242 -242 1693 0.45 Seg. 2 -Both 110.0 0.0 880 -1.0 -242 -242 1934 0.45 Line C LnC, Lev1 -Both - - 906 - - -242 --2599 - WallC-1 2 Both - - 569 -1.0 -242 --1632 - Seg. 1 -Both 84.3 0.0 569 -1.0 -242 -242 1632 0.35 Seg. 2 -Both 0.0 0.0 0 -1.0 -242 -242 - - WallC-2 2 Both - - 337 -1.0 -242 --967 - Seg. 1 -Both 56.2 0.0 169 -.67 -161 -161 484 0.35 Seg. 2 -Both 56.2 0.0 169 -.67 -161 -161 484 0.35 Legend: WGp-Wall designgroupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswallis critical forallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. v-Designshear forceonsegment = ASD-factoredshearforceperunit lengthoffull-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorandin-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHSis factored fornarrowsegmentsas per4.3.4.3 Force-transferwalls:Shear forceinpiersaboveandbeloweitheropeningsorpiersbesideopening(s).Aspectratio factordoesnotapplyto these piers. V-ASD factoredshear force.Forshearline: totalshearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Forwall:Unblockedstructuralwoodpanel factorCub fromSDPWS4.3.3.2.Forsegmentor force-transferpier:Aspectratioadjustment fromSDPWS4.3.3.4.1 Int-Unitshearcapacityof interiorsheathing;Ext-Unitshearcapacityofexteriorsheathing.Forwall:Unfactored.Forsegment:IncludeCub factor andaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-5. C-Sheathingcombinationrule,A=Addcapacities,S = Strongestside or twiceweakest,G = Stiffness-basedusingSDPWS4.3-3. Cmb-Combinedinteriorandexteriorunitshearcapacityincludingperforatedwall factorCo. V–Totalfactoredshearcapacityofshearline,wall orsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."W" indicates thatthewinddesigncriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,4. 17 37 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 HOLD-DOWNDESIGN(flexibleseismicdesign) Level 1 TensileASD Line-Location[ft]HolddownForce[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 2.13 382 382 LIMIT w/o 1500 0.25 1-1 L Op 1 0.00 27.88 382 382 LIMIT w/o 1500 0.25 1-1 R Op 1 0.00 33.13 397 397 LIMIT w/o 1500 0.26 1-1 L Op 2 0.00 38.13 397 397 LIMIT w/o 1500 0.26 1-1 R Op 2 0.00 46.13 389 389 LIMIT w/o 1500 0.26 1-1 R End 0.00 54.88 389 389 LIMIT w/o 1500 0.26 Line 3 3-1 R Op 1 24.00 5.63 665 665 LIMIT w/o 1500 0.44 3-1 L Op 2 24.00 13.38 665 665 LIMIT w/o 1500 0.44 3-1 R Op 2 24.00 16.62 664 664 LIMIT w/o 1500 0.44 3-1 L Op 3 24.00 24.63 664 664 LIMIT w/o 1500 0.44 3-1 R Op 3 24.00 27.88 662 662 LIMIT w/o 1500 0.44 3-1 R End 24.00 36.88 662 662 LIMIT w/o 1500 0.44 Line 4 4-1 L End 29.00 37.13 182 182 LIMIT w/o 1500 0.12 4-1 R End 29.00 54.88 182 182 LIMIT w/o 1500 0.12 Line A A-1 L End 0.12 2.00 1474 1474 STHD14(6"3695 0.40 A-1 R End 9.87 2.00 1474 1474 STHD14(6"3695 0.40 Line B B-1 L End 10.63 37.50 1027 1027 STHD14(6"3695 0.28 B-1 L Op 1 17.38 37.50 1027 1027 STHD14(6"3695 0.28 B-1 R Op 1 20.63 37.50 1022 1022 STHD14(6"3695 0.28 B-1 R End 28.38 37.50 1022 1022 STHD14(6"3695 0.28 Line C C-1 L End 0.12 55.00 938 938 LIMIT w/o 1500 0.63 C-1 L Op 1 6.63 55.00 938 938 LIMIT w/o 1500 0.63 C-2 L End 10.13 57.00 599 599 LIMIT w/o 1500 0.40 C-2 L Op 1 12.88 57.00 599 599 LIMIT w/o 1500 0.40 C-2 R Op 1 21.13 57.00 599 599 LIMIT w/o 1500 0.40 C-2 R End 23.88 57.00 599 599 LIMIT w/o 1500 0.40 Legend: Line-Wall: Atwalloropening–Shearline andwallnumber Atvertical element-Shearline Posit'n-Positionofstudthathold-down isattached to: VElem-Vertical element:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd-At leftorrightwallend LorROpn-At leftorrightsideofopening n t@Opn-Uplift force tatopeningn fromoffsetopening inperforatedwallabove, fromSDPWS4.3.6.2.1 Location-Co-ordinates inPlanView Hold-downForces: Shear–Seismicshearoverturningcomponent,factored forASDby0.7.Forperforatedwalls,T fromSDPWS4.3-8 isused Dead–Dead loadresistingcomponent, factored forASDby0.60 Ev–Verticalseismic loadeffect fromASCE712.4.2.2=-0.2SdsxASDseismic factorxunfactoredD= 0.233x factoredD.Refer toSeismic Information table formoredetails. Cmb'd-SumofASD-factoredoverturning,deadandverticalseismic forces.Mayalsoincludetheupliftforce t fromperforatedwalls fromSDPWS 4.3.6.2.1whenopeningsarestaggered. Hold-down–Deviceusedfromhold-downdatabase Cap–AllowableASD tension load Crit.Resp.–CriticalResponse = CombinedASDforce/AllowableASD tension load Notes: CombinedforcefromASCE72.4.1 loadcombination 10 =-(0.6D-0.7Ev + 0.7Eh);Eh(from12.4.2.1) = -shearoverturningforce Refer toShearResults tableforfactorCo,andshearlinedimensions tablefor thesumofLi, usedtocalculate tensionforceTforperforatedwalls fromSDPWSEqn.4.3-8. Designerisresponsiblefordesignofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 18 38 of 43 WoodWorks®Shearwalls 997-BC-SHEAR(GarExt).wsw Sep. 6,202215:11:55 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 2655 2655 1-1 Left Opening 1 0.00 28.00 413 -413 1-1 Right Opening 1 0.00 33.00 162 -162 1-1 Left Opening 2 0.00 38.25 245 -245 1-1 Right Opening 2 0.00 46.00 -143 143 Line 3 Shearline force 2867 2867 3-1 Right Opening 1 24.00 5.50 -277 277 3-1 Left Opening 2 24.00 13.50 220 -220 3-1 Right Opening 2 24.00 16.50 70 -70 3-1 Left Opening 3 24.00 24.75 582 -582 3-1 Right Opening 3 24.00 27.75 431 -431 3-1 Right Wall End 24.00 37.00 1006-1006 Line A Shearline force 1955 1955 A-1 Left Opening 1 3.50 2.00 33 -33 A-1 Right Opening 1 6.50 2.00 1108-1108 A-1 Left Opening 1 3.50 2.00 420 420 A-1 Right Opening 1 6.50 2.00 420 420 Line B Shearline force 2591 2591 B-1 Left Wall End 10.50 37.50 -938 938 B-1 Left Opening 1 17.50 37.50 -354 354 B-1 Right Opening 1 20.50 37.50 -623 623 B-1 Right Wall End 28.50 37.50 45 -45 Line C Shearline force 1423 1423 C-1 Left Opening 1 6.75 55.00 493 -493 C-2 Left Opening 1 13.00 57.00 387 -387 C-2 Right Opening 1 21.00 57.00 -87 87 C-2 Right Wall End 24.00 57.00 0 0 Legend: Line-Wall-Shearlineandwallnumber Position…-Sideofopeningorwall end thatdragstrut isattachedto Location-Co-ordinates inPlanView DragstrutForce-Axial force in transferelementatopenings,gaps,orchanges indesignshearalongshearline.+ : tension;- : compression. BasedonASD-factoredshearline forceshown.ForSDCC-F, it is thegreaterof thedesignshearline forceand thediaphragmforceFpx,added toshearline force fromstoryaboveandto forces transferred fromdiscontinuousshearlines factoredbyoverstrength(omega)asper12.10.1.1. Refer toSeismic Information table fordiaphragm forcesandomega factor. ForSDCD-F, ifhorizontal torsional irregularities2,3,or4are input,orverticalirregularity4detectedor input,25% increase from12.3.3.4applied. Forperforatedwalls, this forceisconverted tovmaxusing4.3.6.4.1.1. Strap/BlockingForce–For force-transferwalls, force transferredfromaboveandbelowopeningtoshearwallpier. ->Due toshearline force in thewest-to-eastorsouth-to-northdirection <-Due toshearline force in theeast-to-westornorth-to-southdirection 19 39 of 43 R1 Sep.7,202211:12 DesignCheckCalculation Sheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(13.00') psf Load2 Snow Full Area 25.00(13.00') psf Self-weight Dead Full UDL 4.6 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 5.102' 5.051'0' Unfactored: Dead 509 509 Snow 829 829 Factored: Total 1338 1338 Bearing: Capacity Beam 1338 1338 Support 1482 1482 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.61 0.61 Min req'd 0.61 0.61 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 R1 Lumber-soft, D.Fir-L, No.2,4x6(3-1/2"x5-1/2") Supports:All-Timber-softBeam, D.Fir-L No.2 Totallength:5.13'; Clear span:5.0';Volume=0.7 cu.ft. Lateral support: top=at supports,bottom=at supports; ThissectionPASSESthedesigncodecheck. Analysisvs.Allowable StressandDeflection using NDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 83 Fv' = 207 psi fv/Fv' = 0.40 Bending(+) fb = 1138 Fb' = 1345 psi fb/Fb' = 0.85 Live Defl'n 0.06 = L/988 0.17 = L/360 in 0.36 Total Defl'n 0.12 = L/514 0.25 = L/240 in 0.47 AdditionalData: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1325, V design = 1071 lbs; M(+) = 1673 lbs-ft EIy = 77.64 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" DesignNotes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuilding Code(IBC2018)and the National DesignSpecification(NDS2018),usingAllowableStress Design(ASD). Design valuesare from the NDSSupplement. 2.Please verify that thedefaultdeflectionlimitsareappropriate for yourapplication. 3.Sawnlumberbendingmembers shallbelaterally supportedaccording to theprovisionsof NDS Clause4.4.1. 40 of 43 R2 Sep.7,202211:14 DesignCheckCalculation Sheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(3.58') psf Load2 Snow Full Area 25.00(3.58') psf Self-weight Dead Full UDL 6.0 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 12.417' 12.375'0' Unfactored: Dead 371 371 Snow 556 556 Factored: Total 927 927 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0.85 0.85 Support 0.77 0.77 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 *Minimumbearinglength settingused:1/2" forend supports R2 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All-Timber-softBeam, D.Fir-L No.2 Totallength:12.44'; Clear span:12.313';Volume=2.2 cu.ft. Lateral support: top=at supports,bottom=at supports; ThissectionPASSESthedesigncodecheck. Analysisvs.Allowable StressandDeflection using NDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 49 Fv' = 207 psi fv/Fv' = 0.24 Bending(+) fb = 1119 Fb' = 1316 psi fb/Fb' = 0.85 Live Defl'n 0.27 = L/558 0.41 = L/360 in 0.64 Total Defl'n 0.53 = L/279 0.62 = L/240 in 0.86 AdditionalData: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.978 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 924, V design = 831 lbs; M(+) = 2859 lbs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 12.38' Le = 22.75' RB = 12.7 DesignNotes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuilding Code(IBC2018)and the National DesignSpecification(NDS2018),usingAllowableStress Design(ASD). Design valuesare from the NDSSupplement. 2.Please verify that thedefaultdeflectionlimitsareappropriate for yourapplication. 3.Sawnlumberbendingmembers shallbelaterally supportedaccording to theprovisionsof NDS Clause4.4.1. 41 of 43 F1 Sep.7,202211:14 DesignCheckCalculation Sheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(16.0") psf Load2 Live Full Area 40.00(16.0") psf Self-weight Dead Full UDL 2.9 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 11.615' 11.558'0' Unfactored: Dead 109 109 Live 310 310 Factored: Total 419 419 Bearing: Capacity Joist 419 419 Support 809 809 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.69 0.69 Min req'd 0.69 0.69 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 F1 Lumber-soft, Hem-Fir, No.2,2x10(1-1/2"x9-1/4") Supports:All-Timber-softBeam, D.Fir-L No.2 Floorjoist spacedat16.0" c/c; Totallength:11.63'; Clear span:11.5';Volume=1.1 cu.ft. Lateral support: top= continuous,bottom=at supports; Repetitive factor:appliedwherepermitted(refer toonlinehelp); ThissectionPASSESthedesigncodecheck. Analysisvs.Allowable StressandDeflection using NDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 39 Fv' = 150 psi fv/Fv' = 0.26 Bending(+) fb = 676 Fb' = 1075 psi fb/Fb' = 0.63 Live Defl'n 0.17 = L/833 0.39 = L/360 in 0.43 Total Defl'n 0.25 = L/544 0.58 = L/240 in 0.44 AdditionalData: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.15 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 417, V design = 359 lbs; M(+) = 1206 lbs-ft EIy = 128.61 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" DesignNotes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuilding Code(IBC2018)and the National DesignSpecification(NDS2018),usingAllowableStress Design(ASD). Design valuesare from the NDSSupplement. 2.Please verify that thedefaultdeflectionlimitsareappropriate for yourapplication. 3.Sawnlumberbendingmembers shallbelaterally supportedaccording to theprovisionsof NDS Clause4.4.1. 42 of 43 F2 Sep.7,202211:14 Design Check CalculationSheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 12.00(12.00') psf Load2 Live Full Area Yes 40.00(12.00') psf Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 4.833' 9.716' 9.667'0' Unfactored: Dead 276 906 276 Live 1027 2900 1027 Factored: Total 1302 3806 1302 Bearing: Capacity Beam 1302 4258 1302 Support 1442 3806 1442 Des ratio Beam 1.00 0.89 1.00 Support 0.90 1.00 0.90 Load comb #3 #2 #4 Length 0.60 1.57 0.60 Min req'd 0.60 1.57** 0.60 Cb 1.00 1.24 1.00 Cb min 1.00 1.24 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F2 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:9.69';Clearspan:4.75',4.75';Volume = 1.7cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 88 Fv' = 180 psi fv/Fv' = 0.49 Bending(+) fb = 514 Fb' = 1155 psi fb/Fb' = 0.45 Bending(-) fb = 720 Fb' = 1155 psi fb/Fb' = 0.62 Live Defl'n 0.02 = < L/999 0.16 = L/360 in 0.14 Total Defl'n 0.03 = < L/999 0.24 = L/240 in 0.12 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.987 1.300 - 1.00 1.00 1.00 3 Fb'- 900 1.00 1.00 1.00 0.987 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #3 = D + L (pattern: L_) Bending(-): LC #2 = D + L Deflection: LC #3 = D + L (pattern: L_) (live) LC #3 = D + L (pattern: L_) (total) Bearing : Support 1 – LC #3 = D + L (pattern: L_) Support 2 – LC #2 = D + L Support 3 – LC #4 = D + L (pattern: _L) D=dead L=live All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1903, V design = 1485 lbs; M(+) = 1314 lbs-ft; M(-) = 1840 lbs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 9.69' Le = 17.81' RB = 11.2; Lu based on full length Lateral stability(-): Lu = 9.69' Le = 17.81' RB = 11.2; Lu based on full length Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2018)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.ContinuousorCantileveredBeams:NDSClause4.2.5.5requires thatnormalgradingprovisionsbeextended to themiddle2/3of2spanbeamsand to thefulllengthofcantileversandotherspans. 4.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 43 of 43