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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 AUG. 16, 2022 8/16/2022 ENGINEERING ANALYSIS FOR: SOUNDBUILT HOMES, LLC 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 60 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)shear.wsw Aug.16,202209:07:28 -10'-5'0'5'10'15'20'25'30'35'40' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' D-1 A-1 C-1 B-1 Segmented Perforated Force-transfer Non-shearwall Aspectfactor Orange=Selectedwall(s) Level1of 2 3 of 60 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)shear.wsw Aug.16,202209:07:28 -10'-5'0'5'10'15'20'25'30'35'40' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' C-1 A-1 Segmented Perforated Force-transfer Non-shearwall Aspectfactor Orange=Selectedwall(s) Level2of 2 4 of 60 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls2019(Update3) shear.wsw Aug.16,202209:24:05 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) 0.70Seismic 0.60Wind 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) 3.33 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-identical materialsandconstructionontheshearline:Notallowed DeflectionEquation:Nodeflection analysis Drift limitforwinddesign:1 /500 story height Force-transferstrap:Continuous at top of highestopening and bottom of lowest SITE INFORMATION RiskCategory Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure DesignWindSpeed 110mph 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 0.189s 0.189s ApproximateTa 0.189s 0.189s Maximum T 0.265s 0.265s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.80Case 2 N-S loadsE-Wloads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16psf 8 psf ServiceabilityWindSpeed 100mph 1 5 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 19.83 0.0 Level2 11.83 12.0 8.00 Level1 2.83 10.0 8.00 Foundation 2.00 BLOCKandROOF INFORMATION Block RoofPanels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story N-S Ridge LocationX,Y =0.00 -2.00 North Gable 90.0 1.00 ExtentX,Y =24.00 33.00 South Gable 90.0 1.00 RidgeXLocation,Offset 12.00 0.00 East Side 26.6 1.00 RidgeElevation,Height 25.84 6.01 West Side 26.6 1.00 Block 2 1 Story N-S Ridge LocationX,Y =0.00 31.00 North Gable 90.0 1.00 ExtentX,Y =24.00 21.00 South Gable 90.0 1.00 RidgeXLocation,Offset 12.00 0.00 East Side 26.6 1.00 RidgeElevation,Height 17.84 6.01 West Side 26.6 1.00 2 6 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply OrGvtv Size Type Df Eg Fd Bk Notes inin lbs/in inin 1 Ext Structuralsheath 24/16 7/16 -3 Horz 27000 8d Nail N 6 12 Y 1,3 2 1 Structuralsheath 24/16 7/16 -3 Horz 27000 8d Nail N 4 12 Y 1,2,3 Legend: Grp–WallDesignGroupnumber,usedtoreferencewall inother tables(createdbyprogram) Surf–Exterioror interiorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.2.2C Thick–Nominalpanel thickness GU-Gypsumunderlay thickness Ply–Numberofplies(or layers) inconstructionofplywoodsheets Or–Orientation of longerdimension of sheathingpanels Gvtv–Shearstiffness in lb/in.ofdepth fromSDPWSTablesC4.2.2A-B Type–Fastener type fromSDPWSTables4.3A-D:Nail–commonwirenail forstructuralpanelsand lumber,coolerorgypsumwallboardnailfor GWB,plasterboardnail forgypsum lath,galvanisednail forgypsumsheathing;Box-boxnail;Casing – casingnail;Roof–roofingnail;Screw– drywallscrew Size-Common,box,andcasing nails: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-plyGWB. Drywallscrews:No.6,1-1/4” long. 5/8”gypsumsheathingcanalsouse6dcoolerorGWBnail Df–Deformednails( threadedorspiral),with increasedwithdrawalcapacity Eg–Paneledge fastenerspacing Fd–Fieldspacing interior topanels Bk–Sheathing isnailed toblocking at allpaneledges;Y(es)orN(o) ApplyNotes–Notesbelow table legendwhichapply tosheathingside Notes: 1.Capacityhasbeenreducedforframingspecificgravityaccording toSDPWST4.3ANote3. 2.Framing at adjoining panel edgesmustbe3"nominalorwiderwithstaggerednailingaccording toSDPWS4.3.7.1.4 3.Shearcapacityforcurrentdesign hasbeen increased to thevaluefor15/32"sheathingwithsamenailingbecausestudspacing is16"max.or panelorientation ishorizontal.SeeSDPWST4.3ANote2. FRAMINGMATERIALSandSTANDARDWALLbyWALLGROUP Wall Species Grade b d Spcg SG E StandardWall Grp ininin psi^6 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 Legend: WallGrp–WallDesignGroup b–Studbreadth(thickness) d–Studdepth(width) Spcg–Maximum on-centrespacing of studs fordesign, actualspacing maybe less. SG–Specificgravity E–Modulusofelasticity StandardWall-Standardwalldesignedasgroup. Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. 3 7 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 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 2 Line 1 1 0.00 -2.00 31.00 33.00 25.00 - 8.00 Wall 1-1 Seg1 0.00 -2.00 31.00 33.00 25.00 - - Segment 1 ---2.00 13.25 15.25 - 0.52 - Opening 1 --13.25 17.25 4.00 - - 6.00 Segment 2 --17.25 23.50 6.25 - 1.28 - Opening 2 --23.50 27.50 4.00 - - 6.00 Segment 3 --27.50 31.00 3.50 - 2.29 - Level 1 Line 1 1 0.00 0.00 52.00 52.00 43.00 - 8.00 Wall 1-1 Seg1 0.00 0.00 52.00 52.00 43.00 - - Segment 1 -- 0.00 10.25 10.25 - 0.78 - Opening 1 --10.25 16.25 6.00 - - 6.00 Segment 2 --16.25 22.75 6.50 - 1.23 - Opening 2 --22.75 25.75 3.00 - - 6.00 Segment 3 --25.75 52.00 26.25 - 0.30 - Line 2 Level 1 Line 2 NSW 16.50 0.00 4.00 4.00 0.00 - 8.00 Wall 2-1 NSW 16.50 0.00 4.00 4.00 0.00 1.00 - Line 3 Level 2 Line 3 1 24.00 -2.00 31.00 33.00 24.50 - 8.00 Wall 3-1 Seg1 24.00 -2.00 31.00 33.00 24.50 - - Segment 1 ---2.00 10.75 12.75 - 0.63 - Opening 1 --10.75 19.25 8.50 - - 6.00 Segment 2 --19.25 31.00 11.75 - 0.68 - Level 1 Line 3 1 24.00 4.00 52.00 48.00 30.75 - 8.00 Wall 3-1 Seg1 24.00 4.00 52.00 48.00 30.75 - - Segment 1 -- 4.00 5.00 1.00 - 8.00 - Opening 1 -- 5.00 19.25 14.25 - - 6.00 Segment 2 --19.25 23.50 4.25 - 1.88 - Opening 2 --23.50 25.50 2.00 - - 6.00 Segment 3 --25.50 52.00 26.50 - 0.30 - East-west Type Wall Location Extent[ft]Length FHS Aspect Height Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft] Line A Level 2 Line A 1 -2.00 0.00 24.00 24.00 17.00 - 8.00 Wall A-1 Seg1 -2.00 0.00 24.00 24.00 17.00 - - Segment 1 -- 0.00 5.75 5.75 - 1.39 - Opening 1 -- 5.75 10.75 5.00 - - 6.00 Segment 2 --10.75 17.25 6.50 - 1.23 - Opening 2 --17.25 19.25 2.00 - - 6.00 Segment 3 --19.25 24.00 4.75 - 1.68 - Level 1 Line A 1 0.00 0.00 16.50 16.50 10.00 - 8.00 Wall A-1 Seg1 0.00 0.00 16.50 16.50 10.00 - - Segment 1 -- 0.00 5.00 5.00 - 1.60 - Opening 1 -- 5.00 11.50 6.50 - - 6.00 Segment 2 --11.50 16.50 5.00 - 1.60 - Line B Level 1 Line B NSW 4.00 16.50 24.00 7.50 0.00 - 8.00 Wall B-1 NSW 4.00 16.50 24.00 7.50 0.00 1.00 - Line C Level 2 Line C Seg1 31.00 0.00 24.00 24.00 24.00 - 8.00 Wall C-1 Seg1 31.00 0.00 24.00 24.00 24.00 0.33 - Level 1 Line C Seg2 31.00 0.00 24.00 24.00 11.75 - 8.00 Wall C-1 Seg2 31.00 0.75 12.50 11.75 11.75 0.68 - Line D Level 1 Line D 1 52.00 0.00 24.00 24.00 8.00 - 8.00 Wall D-1 Seg1 52.00 0.00 24.00 24.00 8.00 - - Segment 1 --0.00 4.00 4.00 -2.00 - 4 8 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Opening 1 --4.00 20.00 16.00 --7.00 Segment 2 --20.00 24.00 4.00 - 2.00 - Legend: Type-Seg = segmented,Prf = perforated,FT = force-transfer,NSW = non-shearwall Location-Dimension perpendicular towall FHS-Lengthof full-heightsheathingused toresistshear force.Forperforatedwalls, it isbasedon the factoredsegmentsLidefined inSDPWS 4.3.4.3 AspectRatio–Ratioofwallheight tosegment length(h/bs), for force-transferwalls, theaspectratioof thecentralpier WallGroup-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall 5 9 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 Loads WINDSHEARLOADS(asenteredorgenerated) Level 2 Magnitude Trib Block F Element Load Wnd Surf ProfLocation[ft][lbs,plf,psf]Ht CaseDir Dir Start End Start End [ft] Block 1 WRoof MinW->EWind Line-3.0032.0026.0 Block 1 WRoof 1W->EWind Line-3.0032.007.3 Block 1 WWall MinW->EWind Line-2.0031.0032.0 Block 1 WWall 1W->EWind Line-2.0031.0043.2 Block 1 ERoof 1W->ELee Line-3.0032.0056.7 Block 1 ERoof MinW->ELee Line-3.0032.0026.0 Block 1 EWall MinW->ELee Line-2.0031.0032.0 Block 1 EWall 1W->ELee Line-2.0031.0029.0 Block 1 WRoof MinE->WLee Line-3.0032.0026.0 Block 1 WRoof 1E->WLee Line-3.0032.0056.7 Block 1 WWall 1E->WLee Line-2.0031.0029.0 Block 1 WWall MinE->WLee Line-2.0031.0032.0 Block 1 ERoof MinE->WWind Line-3.0032.0026.0 Block 1 ERoof 1E->WWind Line-3.0032.007.3 Block 1 EWall 1E->WWind Line-2.0031.0043.2 Block 1 EWall MinE->WWind Line-2.0031.0032.0 Block 1 SL Gable MinS->NWind Line0.0012.000.048.1 Block 1 SWall MinS->NWind Line0.0024.0032.0 Block 1 SWall 1S->NWind Line0.0024.0043.2 Block 1 SL Gable 1S->NWind Line0.0012.000.068.8 Block 1 SR Gable 1S->NWind Line12.0024.0068.80.0 Block 1 SR Gable MinS->NWind Line12.0024.0048.10.0 Block 1 NWall 1S->NLee Line0.0024.0024.7 Block 1 NL Gable MinS->NLee Line0.0012.000.048.1 Block 1 NWall MinS->NLee Line0.0024.0032.0 Block 1 NL Gable 1S->NLee Line0.0012.000.037.0 Block 1 NR Gable MinS->NLee Line12.0024.0048.10.0 Block 1 NR Gable 1S->NLee Line12.0024.0037.00.0 Block 1 SL Gable 1N->SLee Line0.0012.000.037.0 Block 1 SL Gable MinN->SLee Line0.0012.000.048.1 Block 1 SWall MinN->SLee Line0.0024.0032.0 Block 1 SWall 1N->SLee Line0.0024.0024.7 Block 1 SR Gable MinN->SLee Line12.0024.0048.10.0 Block 1 SR Gable 1N->SLee Line12.0024.0037.00.0 Block 1 NL Gable MinN->SWind Line0.0012.000.048.1 Block 1 NL Gable 1N->SWind Line0.0012.000.068.8 Block 1 NWall 1N->SWind Line0.0024.0043.2 Block 1 NWall MinN->SWind Line0.0024.0032.0 Block 1 NR Gable MinN->SWind Line12.0024.0048.10.0 Block 1 NR Gable 1N->SWind Line12.0024.0068.80.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf ProfLocation[ft][lbs,plf,psf]Ht CaseDir Dir Start End Start End [ft] Block 1 W Wall Min W->E Wind Line -2.00 31.00 32.0 Block 1 WWall 1W->EWind Line-2.0031.0041.2 Block 1 WWall MinW->EWind Line0.0052.0040.0 Block 1 WWall 1W->EWind Line0.0052.0051.4 Block 1 EWall MinW->ELee Line-2.0031.0032.0 Block 1 EWall 1W->ELee Line-2.0031.0029.0 Block 1 EWall MinW->ELee Line0.004.00 40.0 Block 1 EWall 1W->ELee Line0.004.00 36.3 Block 1 EWall MinW->ELee Line4.0052.0040.0 Block 1 EWall 1W->ELee Line4.0052.0036.3 Block 1 WWall MinE->WLee Line-2.0031.0032.0 Block 1 WWall 1E->WLee Line-2.0031.0029.0 Block 1 WWall 1E->WLee Line0.0052.0036.3 Block 1 WWall MinE->WLee Line0.0052.0040.0 Block 1 EWall MinE->WWind Line-2.0031.0032.0 Block 1 EWall 1E->WWind Line-2.0031.0041.2 Block 1 EWall MinE->WWind Line0.004.00 40.0 Block 1 EWall 1E->WWind Line0.004.00 51.4 Block 1 EWall 1E->WWind Line4.0052.0051.4 Block 1 EWall MinE->WWind Line4.0052.0040.0 Block 1 SWall MinS->NWind Line0.0016.5040.0 Block 1 SWall 1S->NWind Line0.0016.5051.4 Block 1 SWall 1S->NWind Line0.0024.0041.2 Block 1 SWall MinS->NWind Line0.0024.0032.0 Block 1 S Wall Min S->N Wind Line 16.50 24.00 40.0 6 10 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 S Wall 1 S->N Wind Line 16.50 24.00 51.4 Block 1 NWall 1S->NLee Line0.0024.0024.7 Block 1 NWall 1S->NLee Line0.0024.0030.8 Block 1 NWall MinS->NLee Line0.0024.0032.0 Block 1 NWall MinS->NLee Line0.0024.0040.0 Block 1 SWall MinN->SLee Line0.0024.0032.0 Block 1 SWall MinN->SLee Line0.0016.5040.0 Block 1 SWall 1N->SLee Line0.0024.0024.7 Block 1 SWall 1N->SLee Line0.0016.5030.8 Block 1 SWall MinN->SLee Line16.5024.0040.0 Block 1 SWall 1N->SLee Line16.5024.0030.8 Block 1 NWall MinN->SWind Line0.0024.0040.0 Block 1 NWall 1N->SWind Line0.0024.0041.2 Block 1 NWall MinN->SWind Line0.0024.0032.0 Block 1 NWall 1N->SWind Line0.0024.0051.4 Block 2 WRoof MinW->EWind Line30.0053.0026.0 Block 2 WRoof 1W->EWind Line30.0053.0014.1 Block 2 ERoof MinW->ELee Line30.0053.0026.0 Block 2 ERoof 1W->ELee Line30.0053.0050.2 Block 2 WRoof MinE->WLee Line30.0053.0026.0 Block 2 WRoof 1E->WLee Line30.0053.0050.2 Block 2 ERoof MinE->WWind Line30.0053.0026.0 Block 2 ERoof 1E->WWind Line30.0053.0014.1 Block 2 SL Gable MinS->NWind Line0.0012.000.048.1 Block 2 SL Gable 1S->NWind Line0.0012.000.062.1 Block 2 SR Gable MinS->NWind Line12.0024.0048.10.0 Block 2 SR Gable 1S->NWind Line12.0024.0062.10.0 Block 2 NL Gable 1S->NLee Line0.0012.000.038.6 Block 2 NL Gable MinS->NLee Line0.0012.000.048.1 Block 2 NR Gable 1S->NLee Line12.0024.0038.60.0 Block 2 NR Gable MinS->NLee Line12.0024.0048.10.0 Block 2 SL Gable 1N->SLee Line0.0012.000.038.6 Block 2 SL Gable MinN->SLee Line0.0012.000.048.1 Block 2 SR Gable 1N->SLee Line12.0024.0038.60.0 Block 2 SR Gable MinN->SLee Line12.0024.0048.10.0 Block 2 NL Gable MinN->SWind Line0.0012.000.048.1 Block 2 NL Gable 1N->SWind Line0.0012.000.062.1 Block 2 NR Gable 1N->SWind Line12.0024.0062.10.0 Block 2 NR Gable MinN->SWind Line12.0024.0048.10.0 Legend: Block-Blockused in loadgeneration Accum. = loads fromoneblockcombinedwith another Manual = user-entered loads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhich loadsgeneratedorentered LoadCase-Oneof the following: ASCE7AllHeights:Case1or2 fromFig 27.3-8orminimum loads from27.1.5 ASCE7Low-rise:ReferencecornerandCaseAorB fromFig 28.3-1orminimum loads from28.3.4 WindDir-Directionofwind for loadswithpositivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardor leewardside of thebuilding for loads ingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start = intensityofuniformandpoint loadsor leftmost intensityof trapezoidal load,End = right intensityof trap load TribHt-Tributaryheightofarea loadsonly Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.60 towind loads beforedistributing them to the shearlines. 7 11 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 BUILDINGMASSES Level 2 Magnitude Trib ForceBuilding Block Wall Profile Location[ft][lbs,plf,psf]Width DirElement Line Start End Start End [ft] E-WRoof Block 11 Line-3.00 32.00 195.0 195.0 E-WRoof Block 13 Line-3.00 32.00 195.0 195.0 N-SRoof Block 1A Line-1.00 25.00 262.5 262.5 N-SRoof Block 1C Line-1.00 25.00 262.5 262.5 N-SL Gable Block 1A Line0.00 12.00 60.1 0.0 N-SR Gable Block 1A Line12.00 24.00 0.0 60.1 N-SR Gable Block 1C Line0.00 12.00 60.1 0.0 N-SL Gable Block 1C Line12.00 24.00 0.0 60.1 BothWall 1-1 n/a1Line-2.00 31.00 40.0 40.0 BothWall 3-1 n/a3Line-2.00 31.00 40.0 40.0 BothWall A-1 n/aALine0.00 24.00 40.0 40.0 BothWall C-1 n/aCLine0.00 24.00 40.0 40.0 Level 1 Magnitude Trib ForceBuilding Block Wall Profile Location[ft][lbs,plf,psf]Width DirElement Line Start End Start End [ft] E-WRoof Block 21 Line30.00 53.00 195.0 195.0 E-WRoof Block 23 Line30.00 53.00 195.0 195.0 BothWall 1-1 n/a1Line-2.00 31.00 40.0 40.0 E-WFloor F1 n/a1Line0.00 4.00 99.0 99.0 E-WFloor F2 n/a1Line4.00 52.00 144.0 144.0 E-WFloor F1 n/a2Line0.00 4.00 99.0 99.0 BothWall 3-1 n/a3Line-2.00 31.00 40.0 40.0 E-WFloor F2 n/a3Line4.00 52.00 144.0 144.0 N-SRoof Block 2C Line-1.00 25.00 172.5 172.5 N-SRoof Block 2D Line-1.00 25.00 172.5 172.5 N-SL Gable Block 2C Line0.00 12.00 60.1 0.0 N-SR Gable Block 2C Line12.00 24.00 0.0 60.1 N-SR Gable Block 2D Line0.00 12.00 60.1 0.0 N-SL Gable Block 2D Line12.00 24.00 0.0 60.1 BothWall A-1 n/aALine0.00 24.00 40.0 40.0 N-SFloor F1 n/a Line0.00 16.50 312.0 312.0 N-SFloor F2 n/aBLine16.50 24.00 288.0 288.0 BothWall C-1 n/aCLine0.00 24.00 40.0 40.0 N-SFloor F1 n/aDLine0.00 16.50 312.0 312.0 N-SFloor F2 n/aDLine16.50 24.00 288.0 288.0 BothWall 1-1 n/a1Line0.00 52.00 40.0 40.0 BothWall 2-1 n/a2Line0.00 4.00 40.0 40.0 BothWall 3-1 n/a3Line4.00 52.00 40.0 40.0 BothWall A-1 n/a Line0.00 16.50 40.0 40.0 BothWall B-1 n/aBLine16.50 24.00 40.0 40.0 BothWall C-1 n/aCLine0.75 12.50 24.0 24.0 BothWall D-1 n/aDLine0.00 24.00 40.0 40.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline that equivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserapplied area loadsonly 8 12 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-WLine-3.00 -2.00 86.2 86.2 E-WPoint-2.00 -2.00 372 372 E-WLine-2.00 31.00 103.9 103.9 E-WPoint31.00 31.00 372 372 E-WLine31.00 32.00 86.2 86.2 N-SLine-1.00 0.00 116.1 116.1 N-SPoint 0.00 0.00 292 292 N-SLine 0.00 12.00 133.8 160.4 N-SLine12.00 24.00 160.4 133.8 N-SPoint24.00 24.00 292 292 N-SLine24.00 25.00 116.1 116.1 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-WPoint-2.00 -2.00 112 112 E-WLine-2.00 0.00 9.4 9.4 E-WPoint0.00 0.00 77 77 E-WLine 0.00 4.00 41.9 41.9 E-WPoint4.00 4.00 35 35 E-WLine 4.00 30.00 52.4 52.4 E-WLine30.00 31.00 98.1 98.1 E-WPoint31.00 31.00 230 230 E-WLine31.00 52.00 88.7 88.7 E-WPoint52.00 52.00 197 197 E-WLine52.00 53.00 45.7 45.7 N-SLine-1.00 0.00 40.4 40.4 N-SPoint0.00 0.00 398 398 N-SLine 0.00 0.75 132.2 133.0 N-SLine 0.75 12.00 135.9 149.0 N-SLine12.00 12.50 149.0 148.5 N-SLine12.50 16.50 145.7 141.0 N-SPoint16.50 16.50 19 19 N-SLine16.50 24.00 135.3 126.5 N-SPoint24.00 24.00 379 379 N-SLine24.00 25.00 40.4 40.4 Legend: Loads in tablecanbeaccumulationof loads fromseveralbuildingmasses,so theydonotcorrespondwith aparticularbuildingelement. Location-Startandendof load indirectionperpendicular toseismic forcedirection Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.70andredundancy factor toseismic loadsbeforedistributing them to theshearlines. 9 13 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 Design Summary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. HOLDDOWNDESIGN WindLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm All hold-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 forpossibleissuesregarding fastenerslippage(SDPWSTableC4.2.2D). 10 14 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 Flexible DiaphragmWind Design ASCE7 Directional (All Heights)Loads SHEARRESULTS N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dirvvmax/vft V[lbs]Int Ext Int ExtCoCCmbV [lbs]Ratio Line 1 Level 2 Ln1,Lev2- Both - - 870 - - - 339 - - 8315 - Wall1-11Both - - 870 -1.0 - 339 - - 8315 - Seg. 1- Both 35.40.0540 -1.0 - 339 -3395162 0.10 Seg. 2- Both 35.40.0221 -1.0 - 339 -3392116 0.10 Seg. 3- Both 31.00.0108 -.88 - 296 -2961037 0.10 Level 1 Ln1,Lev1- Both - - 2299 - - - 339 - - 14556 - Wall1-11Both - - 2299 -1.0 - 339 - - 14556 - Seg. 1- Both 53.50.0548 -1.0 - 339 -3393470 0.16 Seg. 2- Both 53.50.0348 -1.0 - 339 -3392200 0.16 Seg. 3- Both 53.50.01404 -1.0 - 339 -3398886 0.16 Line 3 Level 2 Ln3,Lev2- Both - - 870 - - - 339 - - 8294 - Wall3-11Both - - 870 -1.0 - 339 - - 8294 - Seg. 1- Both 35.50.0453 -1.0 - 339 -3394316 0.10 Seg. 2- Both 35.50.0417 -1.0 - 339 -3393978 0.10 Level 1 Ln3,Lev1- Both - - 2299 - - - 339 - - 10409 - Wall3-11Both - - 2299 -1.0 - 339 - - 10409 - Seg. 1- Both 0.00.00 -1.0 - 339 -339 - - Seg. 2- Both 74.80.0318 -1.0 - 339 -3391439 0.22 Seg. 3- Both 74.80.01981 -1.0 - 339 -3398971 0.22 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dirvvmax/vft V[lbs]Int Ext Int ExtCoCCmbV [lbs]Ratio Line A Level 2 LnA,Lev2- Both - - 1386 - - - 339 - - 5755 - WallA-11Both - - 1386 -1.0 - 339 - - 5755 - Seg. 1- Both 81.60.0469 -1.0 - 339 -3391946 0.24 Seg. 2- Both 81.60.0530 -1.0 - 339 -3392200 0.24 Seg. 3- Both 81.60.0387 -1.0 - 339 -3391608 0.24 Level 1 LnA,Lev1- Both - - 2940 - - - 339 - - 3385 - WallA-11Both - - 2940 -1.0 - 339 - - 3385 - Seg. 1- Both294.00.01470 -1.0 - 339 -3391693 0.87 Seg. 2- Both294.00.01470 -1.0 - 339 -3391693 0.87 Line C Level 2 LnC,Lev21Both 57.8 - 1386 -1.0 - 339 -3398124 0.17 Level 1 LnC,Lev1- Both - - 3851 - - - 495 - - 5813 - WallC-12Both327.7 - 3851 -1.0 - 495 -4955813 0.66 Line D LnD,Lev1- Both - - 996 - - - 339 - - 2708 - WallD-11Both - - 996 -1.0 - 339 - - 2708 - Seg. 1- Both124.50.0498 -1.0 - 339 -3391354 0.37 Seg. 2- Both124.50.0498 -1.0 - 339 -3391354 0.37 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir-Directionofwind forcealongshearline. v-Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.4.3 Force-transferwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(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-Unitshearcapacityof interiorsheathing;Ext-Unitshearcapacityofexteriorsheathing.Forwall:Unfactored.Forsegment: IncludeCubfactor 11 15 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 andaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-5. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingSDPWS4.3-3. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."S" indicates that thewind designcriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,4. 12 16 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 HOLD-DOWNDESIGN(flexiblewinddesign) Level 1 TensileASD Line-Location[ft]Load HolddownForce[lbs]Cap Crit WallPosit'nXYCase ShearDeadUpliftCmb'd Hold-down [lbs]Resp. Line 1 V Elem0.00 -1.87 1 288 288 Refer to upper level 1-1L End0.00 0.12 1 438 438 LIMIT w/o1500 0.29 1-1L Op 10.00 10.13 1 588 588 LIMIT w/o1500 0.39 1-1R Op 10.00 16.38 1 307 307 LIMIT w/o1500 0.20 V Elem0.00 17.38 1 295 295 Refer to upper level 1-1L Op 20.00 22.63 1 678 678 LIMIT w/o1500 0.45 1-1R Op 20.00 25.88 1 370 370 LIMIT w/o1500 0.25 V Elem0.00 27.63 1 267 267 Refer to upper level V Elem0.00 30.88 1 267 267 Refer to upper level 1-1R End0.00 51.88 1 432 432 LIMIT w/o1500 0.29 Line 3 V Elem24.00 -1.87 1 290 290 Refer to upper level V Elem24.00 4.88 1 175 175 Refer to upper level 3-1R Op 124.00 19.38 1 811 811 LIMIT w/o1500 0.54 3-1L Op 224.00 23.38 1 636 636 LIMIT w/o1500 0.42 3-1R Op 224.00 25.63 1 604 604 LIMIT w/o1500 0.40 V Elem24.00 30.88 1 290 290 Refer to upper level 3-1R End24.00 51.88 1 604 604 LIMIT w/o1500 0.40 Line A A-1L End0.12 0.00 1 3281 3281 STHD14 (8"3815 0.86 A-1L Op 14.88 0.00 1 2476 2476 STHD14 (8"3815 0.65 V Elem5.63 -2.00 1 805 805 Refer to upper level V Elem10.88 -2.00 1 1095 1095 Refer to upper level A-1R Op 111.63 0.00 1 2476 2476 STHD14 (8"3815 0.65 A-1R End16.38 0.00 1 2476 2476 STHD14 (8"3815 0.65 V Elem17.13 -2.00 1 1095 1095 Refer to upper level V Elem19.38 -2.00 1 791 791 Refer to upper level V Elem23.88 -2.00 1 791 791 Refer to upper level Line C V Elem0.12 31.00 1 644 644 Refer to upper level C-1L End0.88 31.00 1 2679 2679 STHD14 (8"3815 0.70 C-1R End12.38 31.00 1 2679 2679 STHD14 (8"3815 0.70 V Elem23.88 31.00 1 644 644 Refer to upper level Line D D-1L End0.12 52.00 1 1328 1328 LIMIT w/o1500 0.89 D-1L Op 13.88 52.00 1 1328 1328 LIMIT w/o1500 0.89 D-1R Op 120.13 52.00 1 1328 1328 LIMIT w/o1500 0.89 D-1R End23.88 52.00 1 1328 1328 LIMIT w/o1500 0.89 Level 2 TensileASD Line-Location[ft]Load HolddownForce[lbs]Cap Crit WallPosit'nXYCase ShearDeadUpliftCmb'd Hold-down [lbs]Resp. Line 1 1-1L End0.00 -1.87 1 288 288 LIMIT w/o1500 0.19 1-1L Op 10.00 13.13 1 288 288 LIMIT w/o1500 0.19 1-1R Op 10.00 17.38 1 295 295 LIMIT w/o1500 0.20 1-1L Op 20.00 23.38 1 295 295 LIMIT w/o1500 0.20 1-1R Op 20.00 27.63 1 267 267 LIMIT w/o1500 0.18 1-1R End0.00 30.88 1 267 267 LIMIT w/o1500 0.18 Line 3 3-1L End24.00 -1.87 1 290 290 LIMIT w/o1500 0.19 3-1L Op 124.00 10.63 1 290 290 LIMIT w/o1500 0.19 3-1R Op 124.00 19.38 1 290 290 LIMIT w/o1500 0.19 3-1R End24.00 30.88 1 290 290 LIMIT w/o1500 0.19 Line A A-1L End0.12 -2.00 1 805 805 LIMIT w/o1500 0.54 A-1L Op 15.63 -2.00 1 805 805 LIMIT w/o1500 0.54 A-1R Op 110.88 -2.00 1 1095 1095 LIMIT w/o1500 0.73 A-1L Op 217.13 -2.00 1 1095 1095 LIMIT w/o1500 0.73 A-1R Op 219.38 -2.00 1 791 791 LIMIT w/o1500 0.53 A-1R End23.88 -2.00 1 791 791 LIMIT w/o1500 0.53 Line C C-1L End0.12 31.00 1 644 644 LIMIT w/o1500 0.43 C-1R End23.88 31.00 1 644 644 LIMIT w/o1500 0.43 Legend: Line-Wall: Atwall oropening–Shearline and wallnumberAtverticalelement-Shearline Posit'n-Position of stud thathold-down isattached to: 13 17 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 VElem-Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd-At leftorrightwallend LorROpn-At leftorrightside of opening n t @Opn-Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.2.1 Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical loadcase: 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 load component, factored forASDby0.60.Forperforatedwalls,T fromSDPWS4.3-8 isused. Cmb'd-SumofASD-factoredoverturning, dead and uplift forces.Mayalso include the uplift force t fromperforatedwalls fromSDPWS4.3.6.2.1 whenopeningsarestaggered. Hold-down–Deviceused fromhold-downdatabase Cap–AllowableASD tension load Crit.Resp.-CriticalResponse = CombinedASD force / AllowableASD tension load Notes: Refer toShearResults tableforfactorCo,andshearline dimensions tablefor thesumofLi,used tocalculate tensionforceTforperforatedwalls fromSDPWSEqn.4.3-8. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 14 18 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 COLLECTORFORCES(flexiblewinddesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1Left Opening 1 0.0010.251 95-95 1-1Right Opening 1 0.0016.251 -170170 1-1Left Opening 2 0.0022.751 -110110 1-1Right Opening 2 0.0025.751 -243243 Line 3 3-1Right Opening 1 24.0019.251 -730730 3-1Left Opening 2 24.0023.501 -616616 3-1Right Opening 2 24.0025.501 -712712 Line A A-1Left Opening 1 5.000.001 579-579 A-1Right Opening 1 11.500.001 -579579 Line C C-1Left Wall End 0.7531.001 -120120 C-1Right Wall End 12.5031.001 1845-1845 Line D D-1Left Opening 1 4.0052.001 332-332 D-1Right Opening 1 20.0052.001 -332332 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1Left Opening 1 0.0013.251 138-138 1-1Right Opening 1 0.0017.251 33-33 1-1Left Opening 2 0.0023.501 89-89 1-1Right Opening 2 0.0027.501 -1616 Line 3 3-1Left Opening 1 24.0010.751 117-117 3-1Right Opening 1 24.0019.251 -107107 Line A A-1Left Opening 1 5.75-2.001 137-137 A-1Right Opening 1 10.75-2.001 -152152 A-1Left Opening 2 17.25-2.001 3-3 A-1Right Opening 2 19.25-2.001 -113113 Legend: Line-Wall-Shearline and wallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical loadcase: ASCE7All heightsCase1or 2 ASCE7Low-risecorner;CaseAor B DragstrutForce-Axial force in transferelement at openings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline force(vmax from4.3.6.4.1.1 forperforatedwalls) Strap/BlockingForce–For force-transferwalls, force transferred fromaboveandbelowopening toshearwall pier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 15 19 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear[lbs]DiaphragmForce[lbs] [lbs][sq.ft]E-W N-S E-W:Fpx Design N-S:Fpx Design 2 19652 792.0 4346 4346 3324 3324 3324 3324 1 35950 1218.0 4209 4209 6080 6080 6080 6080 All 55602 -8554 8554 - - - - Legend: Mass–Sumofallgeneratedand inputbuilding masseson level = wx inASCE7equation12.8-12. StoryShear–Totalunfactored(strength-level)shear force inducedat levelx, = Fx inASCE7equation12.8-11. DiaphragmForce–MinimumASD-factored force fordiaphragmdesign, usedbyShearwallsonly fordragstrut forces,asperException to12.10.2.1. Fpx is 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; totaldead loadfactor:0.6-0.140 =0.460 tension, 1.0 + 0.140 = 1.140 compression. 16 20 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 SHEARRESULTS(flexibleseismicdesign) N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dirvvmax/vft V[lbs]Int Ext Int ExtCoCCmbV [lbs]Ratio Line 1 Level 2 Ln1,Lev2- Both - - 1521 - - - 242 - - 5939 - Wall1-11Both - - 1521 -1.0 - 242 - - 5939 - Seg. 1- Both 61.90.0944 -1.0 - 242 -2423687 0.26 Seg. 2- Both 61.90.0387 -1.0 - 242 -2421511 0.26 Seg. 3- Both 54.20.0190 -.88 - 212 -212741 0.26 Level 1 Ln1,Lev1- Both - - 3013 - - - 242 - - 10397 - Wall1-11Both - - 3013 -1.0 - 242 - - 10397 - Seg. 1- Both 70.10.0718 -1.0 - 242 -2422478 0.29 Seg. 2- Both 70.10.0456 -1.0 - 242 -2421572 0.29 Seg. 3- Both 70.10.01840 -1.0 - 242 -2426347 0.29 Line 3 Level 2 Ln3,Lev2- Both - - 1521 - - - 242 - - 5924 - Wall3-11Both - - 1521 -1.0 - 242 - - 5924 - Seg. 1- Both 62.10.0792 -1.0 - 242 -2423083 0.26 Seg. 2- Both 62.10.0729 -1.0 - 242 -2422841 0.26 Level 1 Ln3,Lev1- Both - - 2975 - - - 242 - - 7435 - Wall3-11Both - - 2975 -1.0 - 242 - - 7435 - Seg. 1- Both 0.00.00 -1.0 - 242 -242 - - Seg. 2- Both 96.70.0411 -1.0 - 242 -2421028 0.40 Seg. 3- Both 96.70.02563 -1.0 - 242 -2426408 0.40 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dirvvmax/vft V[lbs]Int Ext Int ExtCoCCmbV [lbs]Ratio Line A Level 2 LnA,Lev2- Both - - 1521 - - - 242 - - 4111 - WallA-11Both - - 1521 -1.0 - 242 - - 4111 - Seg. 1- Both 89.50.0514 -1.0 - 242 -2421390 0.37 Seg. 2- Both 89.50.0582 -1.0 - 242 -2421572 0.37 Seg. 3- Both 89.50.0425 -1.0 - 242 -2421149 0.37 Level 1 LnA,Lev1- Both - - 2230 - - - 242 - - 2418 - WallA-11^Both - - 2230 -1.0 - 242 - - 2418 - Seg. 1- Both223.00.01115 -1.0 - 242 -2421209 0.92 Seg. 2- Both223.00.01115 -1.0 - 242 -2421209 0.92 Line C Level 2 LnC,Lev21Both 63.4 - 1521 -1.0 - 242 -2425803 0.26 Level 1 LnC,Lev1- Both - - 2936 - - - 353 - - 4152 - WallC-12^Both249.9 - 2936 -1.0 - 353 -3534152 0.71 Line D LnD,Lev1- Both - - 822 - - - 242 - - 1934 - WallD-11Both - - 822 -1.0 - 242 - - 1934 - Seg. 1- Both102.70.0411 -1.0 - 242 -242967 0.42 Seg. 2- Both102.70.0411 -1.0 - 242 -242967 0.42 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. v-Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.4.3 Force-transferwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(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-Unitshearcapacityof interiorsheathing;Ext-Unitshearcapacityofexteriorsheathing.Forwall:Unfactored.Forsegment: IncludeCubfactor andaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-5. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingSDPWS4.3-3. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. 17 21 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."W" indicates that thewind designcriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,4. 18 22 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 HOLD-DOWNDESIGN(flexibleseismicdesign) Level 1 TensileASD Line-Location[ft]HolddownForce[lbs]Cap Crit WallPosit'nXY ShearDead Ev Cmb'd Hold-down [lbs]Resp. Line 1 V Elem0.00 -1.87 504 504 Refer to upper level 1-1L End0.00 0.12 575 575 LIMIT w/o 1500 0.38 1-1L Op 10.00 10.13 837 837 LIMIT w/o 1500 0.56 1-1R Op 10.00 16.38 342 342 LIMIT w/o 1500 0.23 V Elem0.00 17.38 516 516 Refer to upper level 1-1L Op 20.00 22.63 992 992 LIMIT w/o 1500 0.66 1-1R Op 20.00 25.88 459 459 LIMIT w/o 1500 0.31 V Elem0.00 27.63 467 467 Refer to upper level V Elem0.00 30.88 467 467 Refer to upper level 1-1R End0.00 51.88 566 566 LIMIT w/o 1500 0.38 Line 3 V Elem24.00 -1.87 507 507 Refer to upper level V Elem24.00 4.88 307 307 Refer to upper level 3-1R Op 124.00 19.38 1130 1130 LIMIT w/o 1500 0.75 3-1L Op 224.00 23.38 822 822 LIMIT w/o 1500 0.55 3-1R Op 224.00 25.63 781 781 LIMIT w/o 1500 0.52 V Elem24.00 30.88 507 507 Refer to upper level 3-1R End24.00 51.88 781 781 LIMIT w/o 1500 0.52 Line A A-1L End0.12 0.00 2761 2761 STHD14 (8"3815 0.72 A-1L Op 14.88 0.00 1878 1878 STHD14 (8"3815 0.49 V Elem5.63 -2.00 883 883 Refer to upper level V Elem10.88 -2.00 1201 1201 Refer to upper level A-1R Op 111.63 0.00 1878 1878 STHD14 (8"3815 0.49 A-1R End16.38 0.00 1878 1878 STHD14 (8"3815 0.49 V Elem17.13 -2.00 1201 1201 Refer to upper level V Elem19.38 -2.00 868 868 Refer to upper level V Elem23.88 -2.00 868 868 Refer to upper level Line C V Elem0.12 31.00 707 707 Refer to upper level C-1L End0.88 31.00 2042 2042 STHD14 (8"3815 0.54 C-1R End12.38 31.00 2042 2042 STHD14 (8"3815 0.54 V Elem23.88 31.00 707 707 Refer to upper level Line D D-1L End0.12 52.00 1096 1096 LIMIT w/o 1500 0.73 D-1L Op 13.88 52.00 1096 1096 LIMIT w/o 1500 0.73 D-1R Op 120.13 52.00 1096 1096 LIMIT w/o 1500 0.73 D-1R End23.88 52.00 1096 1096 LIMIT w/o 1500 0.73 Level 2 TensileASD Line-Location[ft]HolddownForce[lbs]Cap Crit WallPosit'nXY ShearDead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1L End0.00 -1.87 504 504 LIMIT w/o 1500 0.34 1-1L Op 10.00 13.13 504 504 LIMIT w/o 1500 0.34 1-1R Op 10.00 17.38 516 516 LIMIT w/o 1500 0.34 1-1L Op 20.00 23.38 516 516 LIMIT w/o 1500 0.34 1-1R Op 20.00 27.63 467 467 LIMIT w/o 1500 0.31 1-1R End0.00 30.88 467 467 LIMIT w/o 1500 0.31 Line 3 3-1L End24.00 -1.87 507 507 LIMIT w/o 1500 0.34 3-1L Op 124.00 10.63 507 507 LIMIT w/o 1500 0.34 3-1R Op 124.00 19.38 507 507 LIMIT w/o 1500 0.34 3-1R End24.00 30.88 507 507 LIMIT w/o 1500 0.34 Line A A-1L End0.12 -2.00 883 883 LIMIT w/o 1500 0.59 A-1L Op 15.63 -2.00 883 883 LIMIT w/o 1500 0.59 A-1R Op 110.88 -2.00 1201 1201 LIMIT w/o 1500 0.80 A-1L Op 217.13 -2.00 1201 1201 LIMIT w/o 1500 0.80 A-1R Op 219.38 -2.00 868 868 LIMIT w/o 1500 0.58 A-1R End23.88 -2.00 868 868 LIMIT w/o 1500 0.58 Line C C-1L End0.12 31.00 707 707 LIMIT w/o 1500 0.47 C-1R End23.88 31.00 707 707 LIMIT w/o 1500 0.47 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement-Shearline 19 23 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 Posit'n-Position of stud thathold-downisattached to: VElem-Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd-At leftorrightwallend LorROpn-At leftorrightside of opening n t @Opn-Uplift force t atopeningn fromoffsetopening inperforatedwall above, 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, dead and verticalseismic forces.Mayalso include the uplift force t fromperforatedwalls fromSDPWS 4.3.6.2.1whenopeningsarestaggered. Hold-down–Deviceused fromhold-downdatabase Cap–AllowableASD tension load Crit.Resp.–CriticalResponse = CombinedASD force/AllowableASD tension load Notes: CombinedforcefromASCE72.4.1 loadcombination10 = -(0.6D-0.7Ev+0.7Eh);Eh(from12.4.2.1) = -shearoverturningforce Refer toShearResults tableforfactorCo,andshearline dimensions tablefor thesumofLi,used tocalculate tensionforceTforperforatedwalls fromSDPWSEqn.4.3-8. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 20 24 of 60 WoodWorks®Shearwalls shear.wsw Aug. 16, 2022 09:24:05 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 46014601 1-1Left Opening 1 0.0010.25 190-190 1-1Right Opening 1 0.0016.25 -341341 1-1Left Opening 2 0.0022.75 -221221 1-1Right Opening 2 0.0025.75 -486486 Line 3 Shearline force 45214521 3-1Right Opening 1 24.0019.25 -14361436 3-1Left Opening 2 24.0023.50 -12121212 3-1Right Opening 2 24.0025.50 -14001400 Line A Shearline force 29852985 A-1Left Opening 1 5.000.00 588-588 A-1Right Opening 1 11.500.00 -588588 Line C Shearline force 44414441 C-1Left Wall End 0.7531.00 -139139 C-1Right Wall End 12.5031.00 2128-2128 Line D Shearline force 16961696 D-1Left Opening 1 4.0052.00 565-565 D-1Right Opening 1 20.0052.00 -565565 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 16621662 1-1Left Opening 1 0.0013.25 264-264 1-1Right Opening 1 0.0017.25 62-62 1-1Left Opening 2 0.0023.50 170-170 1-1Right Opening 2 0.0027.50 -3131 Line 3 Shearline force 16621662 3-1Left Opening 1 24.0010.75 223-223 3-1Right Opening 1 24.0019.25 -205205 Line A Shearline force 16621662 A-1Left Opening 1 5.75-2.00 164-164 A-1Right Opening 1 10.75-2.00 -182182 A-1Left Opening 2 17.25-2.00 3-3 A-1Right Opening 2 19.25-2.00 -135135 Legend: Line-Wall-Shearline and wallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView DragstrutForce-Axial force in transferelement at openings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline forceshown.ForSDCC-F, it is thegreaterof thedesignshearline forceand thediaphragm forceFpx,added toshearline force fromstoryaboveand to forces transferred fromdiscontinuousshearlines factoredbyoverstrength(omega)asper12.10.1.1. Refer toSeismic Information table fordiaphragm forcesandomega factor. ForSDCD-F, if horizontal torsional irregularities2,3,or4are input,orvertical irregularity4detectedor input,25% increase from12.3.3.4applied. Forperforatedwalls, this force isconverted tovmaxusing 4.3.6.4.1.1. Strap/BlockingForce–For force-transferwalls, force transferred fromaboveandbelowopening toshearwall pier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 21 25 of 60 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)shearwithshop.wsw Aug.16,202209:09:05 -15'-10'-5'0'5'10'15'20'25'30'35'40' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' D-1 A-1 C-2 B-1 C-1 Segmented Perforated Force-transfer Non-shearwall Aspectfactor Orange=Selectedwall(s) Level1of 2 26 of 60 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)shearwithshop.wsw Aug.16,202209:09:05 -10'-5'0'5'10'15'20'25'30'35'40' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' C-1 A-1 Segmented Perforated Force-transfer Non-shearwall Aspectfactor Orange=Selectedwall(s) Level2of 2 27 of 60 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls2019(Update3) shearwithshop.wsw Aug.16,202209:28:03 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) 0.70Seismic 0.60Wind 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) 3.33 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-identical materialsandconstructionontheshearline:Notallowed DeflectionEquation:Nodeflection analysis Drift limitforwinddesign:1 /500 story height Force-transferstrap:Continuous at top of highestopening and bottom of lowest SITE INFORMATION RiskCategory Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure DesignWindSpeed 110mph 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 0.189s 0.189s ApproximateTa 0.189s 0.189s Maximum T 0.265s 0.265s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.80Case 2 N-S loadsE-Wloads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16psf 8 psf ServiceabilityWindSpeed 100mph 1 28 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 19.83 0.0 Level2 11.83 12.0 8.00 Level1 2.83 10.0 8.00 Foundation 2.00 BLOCKandROOF INFORMATION Block RoofPanels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story N-S Ridge LocationX,Y =0.00 -2.00 North Gable 90.0 1.00 ExtentX,Y =24.00 33.00 South Gable 90.0 1.00 RidgeXLocation,Offset 12.00 0.00 East Side 26.6 1.00 RidgeElevation,Height 25.84 6.01 West Side 26.6 1.00 Block 2 1 Story N-S Ridge LocationX,Y =-5.00 31.00 North Gable 90.0 1.00 ExtentX,Y =29.00 21.00 South Gable 90.0 1.00 RidgeXLocation,Offset 9.50 0.00 East Side 26.6 1.00 RidgeElevation,Height 19.09 7.26 West Side 26.6 1.00 2 29 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply OrGvtv Size Type Df Eg Fd Bk Notes inin lbs/in inin 1 Ext Structuralsheath 24/16 7/16 -3 Horz 27000 8d Nail N 6 12 Y 1,3 2 1 Structuralsheath 24/16 7/16 -3 Horz 27000 8d Nail N 4 12 Y 1,2,3 Legend: Grp–WallDesignGroupnumber,usedtoreferencewall inother tables(createdbyprogram) Surf–Exterioror interiorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.2.2C Thick–Nominalpanel thickness GU-Gypsumunderlay thickness Ply–Numberofplies(or layers) inconstructionofplywoodsheets Or–Orientation of longerdimension of sheathingpanels Gvtv–Shearstiffness in lb/in.ofdepth fromSDPWSTablesC4.2.2A-B Type–Fastener type fromSDPWSTables4.3A-D:Nail–commonwirenail forstructuralpanelsand lumber,coolerorgypsumwallboardnailfor GWB,plasterboardnail forgypsum lath,galvanisednail forgypsumsheathing;Box-boxnail;Casing – casingnail;Roof–roofingnail;Screw– drywallscrew Size-Common,box,andcasing nails: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-plyGWB. Drywallscrews:No.6,1-1/4” long. 5/8”gypsumsheathingcanalsouse6dcoolerorGWBnail Df–Deformednails( threadedorspiral),with increasedwithdrawalcapacity Eg–Paneledge fastenerspacing Fd–Fieldspacing interior topanels Bk–Sheathing isnailed toblocking at allpaneledges;Y(es)orN(o) ApplyNotes–Notesbelow table legendwhichapply tosheathingside Notes: 1.Capacityhasbeenreducedforframingspecificgravityaccording toSDPWST4.3ANote3. 2.Framing at adjoining panel edgesmustbe3"nominalorwiderwithstaggerednailingaccording toSDPWS4.3.7.1.4 3.Shearcapacityforcurrentdesign hasbeen increased to thevaluefor15/32"sheathingwithsamenailingbecausestudspacing is16"max.or panelorientation ishorizontal.SeeSDPWST4.3ANote2. FRAMINGMATERIALSandSTANDARDWALLbyWALLGROUP Wall Species Grade b d Spcg SG E StandardWall Grp ininin psi^6 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 Legend: WallGrp–WallDesignGroup b–Studbreadth(thickness) d–Studdepth(width) Spcg–Maximum on-centrespacing of studs fordesign, actualspacing maybe less. SG–Specificgravity E–Modulusofelasticity StandardWall-Standardwalldesignedasgroup. Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. 3 30 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 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 Seg1 -5.00 31.25 52.00 20.75 20.75 - 8.00 Wall 1-1 Seg1 -5.00 31.25 52.00 20.75 20.75 0.39 - Line 2 Level 2 Line 2 1 0.00 -2.00 31.00 33.00 25.00 - 8.00 Wall 2-1 Seg1 0.00 -2.00 31.00 33.00 25.00 - - Segment 1 ---2.00 13.25 15.25 - 0.52 - Opening 1 --13.25 17.25 4.00 - - 6.00 Segment 2 --17.25 23.50 6.25 - 1.28 - Opening 2 --23.50 27.50 4.00 - - 6.00 Segment 3 --27.50 31.00 3.50 - 2.29 - Level 1 Line 2 1 0.00 0.00 52.00 52.00 22.25 - 8.00 Wall 2-1 Seg1 0.00 0.00 31.25 31.25 22.25 - - Segment 1 -- 0.00 10.25 10.25 - 0.78 - Opening 1 --10.25 16.25 6.00 - - 6.00 Segment 2 --16.25 22.75 6.50 - 1.23 - Opening 2 --22.75 25.75 3.00 - - 6.00 Segment 3 --25.75 31.25 5.50 - 1.45 - Line 3 Level 1 Line 3 NSW 16.50 0.00 4.00 4.00 0.00 - 8.00 Wall 3-1 NSW 16.50 0.00 4.00 4.00 0.00 1.00 - Line 4 Level 2 Line 4 1 24.00 -2.00 31.00 33.00 24.50 - 8.00 Wall 4-1 Seg1 24.00 -2.00 31.00 33.00 24.50 - - Segment 1 ---2.00 10.75 12.75 - 0.63 - Opening 1 --10.75 19.25 8.50 - - 6.00 Segment 2 --19.25 31.00 11.75 - 0.68 - Level 1 Line 4 1 24.00 4.00 52.00 48.00 30.75 - 8.00 Wall 4-1 Seg1 24.00 4.00 52.00 48.00 30.75 - - Segment 1 -- 4.00 5.00 1.00 - 8.00 - Opening 1 -- 5.00 19.25 14.25 - - 6.00 Segment 2 --19.25 23.50 4.25 - 1.88 - Opening 2 --23.50 25.50 2.00 - - 6.00 Segment 3 --25.50 52.00 26.50 - 0.30 - East-west Type Wall Location Extent[ft]Length FHS Aspect Height Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft] Line A Level 2 Line A 1 -2.00 0.00 24.00 24.00 17.00 - 8.00 Wall A-1 Seg1 -2.00 0.00 24.00 24.00 17.00 - - Segment 1 -- 0.00 5.75 5.75 - 1.39 - Opening 1 -- 5.75 10.75 5.00 - - 6.00 Segment 2 --10.75 17.25 6.50 - 1.23 - Opening 2 --17.25 19.25 2.00 - - 6.00 Segment 3 --19.25 24.00 4.75 - 1.68 - Level 1 Line A 1 0.00 0.00 16.50 16.50 10.00 - 8.00 Wall A-1 Seg1 0.00 0.00 16.50 16.50 10.00 - - Segment 1 -- 0.00 5.00 5.00 - 1.60 - Opening 1 -- 5.00 11.50 6.50 - - 6.00 Segment 2 --11.50 16.50 5.00 - 1.60 - Line B Level 1 Line B NSW 4.00 16.50 24.00 7.50 0.00 - 8.00 Wall B-1 NSW 4.00 16.50 24.00 7.50 0.00 1.00 - Line C Level 2 Line C Seg1 31.00 0.00 24.00 24.00 24.00 - 8.00 Wall C-1 Seg1 31.00 0.00 24.00 24.00 24.00 0.33 - Level 1 Line C 2 31.00 0.00 24.00 24.00 11.75 - 8.00 Wall C-1 NSW 31.25 -5.00 0.00 5.00 0.00 1.60 - Wall C-2 Seg 2 31.00 0.75 12.50 11.75 11.75 0.68 - 4 31 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Line D Level 1 Line D 1 52.00 -5.00 24.00 29.00 13.00 - 8.00 Wall D-1 Seg1 52.00 -5.00 24.00 29.00 13.00 - - Segment 1 ---5.00 4.00 9.00 - 0.89 - Opening 1 -- 4.00 20.00 16.00 - - 7.00 Segment 2 --20.00 24.00 4.00 - 2.00 - Legend: Type-Seg = segmented,Prf = perforated,FT = force-transfer,NSW = non-shearwall Location-Dimension perpendicular towall FHS-Lengthof full-heightsheathingused toresistshear force.Forperforatedwalls, it isbasedon the factoredsegmentsLidefined inSDPWS 4.3.4.3 AspectRatio–Ratioofwallheight tosegment length(h/bs), for force-transferwalls, theaspectratioof thecentralpier WallGroup-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall 5 32 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 Loads WINDSHEARLOADS(asenteredorgenerated) Level 2 Magnitude Trib Block F Element Load Wnd Surf ProfLocation[ft][lbs,plf,psf]Ht CaseDir Dir Start End Start End [ft] Block 1 WRoof MinW->EWind Line-3.0032.0026.0 Block 1 WRoof 1W->EWind Line-3.0032.007.3 Block 1 WWall MinW->EWind Line-2.0031.0032.0 Block 1 WWall 1W->EWind Line-2.0031.0043.2 Block 1 ERoof 1W->ELee Line-3.0032.0056.7 Block 1 ERoof MinW->ELee Line-3.0032.0026.0 Block 1 EWall MinW->ELee Line-2.0031.0032.0 Block 1 EWall 1W->ELee Line-2.0031.0029.0 Block 1 WRoof MinE->WLee Line-3.0032.0026.0 Block 1 WRoof 1E->WLee Line-3.0032.0056.7 Block 1 WWall 1E->WLee Line-2.0031.0029.0 Block 1 WWall MinE->WLee Line-2.0031.0032.0 Block 1 ERoof MinE->WWind Line-3.0032.0026.0 Block 1 ERoof 1E->WWind Line-3.0032.007.3 Block 1 EWall 1E->WWind Line-2.0031.0043.2 Block 1 EWall MinE->WWind Line-2.0031.0032.0 Block 1 SWall MinS->NWind Line0.0024.0032.0 Block 1 SL Gable MinS->NWind Line0.0012.000.048.1 Block 1 SWall 1S->NWind Line0.0024.0043.2 Block 1 SL Gable 1S->NWind Line0.0012.000.068.8 Block 1 SR Gable MinS->NWind Line12.0024.0048.10.0 Block 1 SR Gable 1S->NWind Line12.0024.0068.80.0 Block 1 NL Gable MinS->NLee Line0.0012.000.048.1 Block 1 NWall MinS->NLee Line0.0024.0032.0 Block 1 NWall 1S->NLee Line0.0024.0024.7 Block 1 NL Gable 1S->NLee Line0.0012.000.037.0 Block 1 NR Gable 1S->NLee Line12.0024.0037.00.0 Block 1 NR Gable MinS->NLee Line12.0024.0048.10.0 Block 1 SL Gable MinN->SLee Line0.0012.000.048.1 Block 1 SWall 1N->SLee Line0.0024.0024.7 Block 1 SL Gable 1N->SLee Line0.0012.000.037.0 Block 1 SWall MinN->SLee Line0.0024.0032.0 Block 1 SR Gable MinN->SLee Line12.0024.0048.10.0 Block 1 SR Gable 1N->SLee Line12.0024.0037.00.0 Block 1 NWall 1N->SWind Line0.0024.0043.2 Block 1 NWall MinN->SWind Line0.0024.0032.0 Block 1 NL Gable MinN->SWind Line0.0012.000.048.1 Block 1 NL Gable 1N->SWind Line0.0012.000.068.8 Block 1 NR Gable MinN->SWind Line12.0024.0048.10.0 Block 1 NR Gable 1N->SWind Line12.0024.0068.80.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf ProfLocation[ft][lbs,plf,psf]Ht CaseDir Dir Start End Start End [ft] Block 1 W Wall Min W->E Wind Line -2.00 31.00 32.0 Block 1 WWall 1W->EWind Line-2.0031.0041.2 Block 1 WWall MinW->EWind Line0.0031.2540.0 Block 1 WWall 1W->EWind Line0.0031.2551.4 Block 1 WWall 1W->EWind Line31.2552.0051.4 Block 1 WWall MinW->EWind Line31.2552.0040.0 Block 1 EWall 1W->ELee Line-2.0031.0029.0 Block 1 EWall MinW->ELee Line-2.0031.0032.0 Block 1 EWall 1W->ELee Line0.004.00 36.3 Block 1 EWall MinW->ELee Line0.004.00 40.0 Block 1 EWall MinW->ELee Line4.0052.0040.0 Block 1 EWall 1W->ELee Line4.0052.0036.3 Block 1 WWall 1E->WLee Line-2.0031.0029.0 Block 1 WWall MinE->WLee Line-2.0031.0032.0 Block 1 WWall 1E->WLee Line0.0031.2536.3 Block 1 WWall MinE->WLee Line0.0031.2540.0 Block 1 WWall MinE->WLee Line31.2552.0040.0 Block 1 WWall 1E->WLee Line31.2552.0036.3 Block 1 EWall 1E->WWind Line-2.0031.0041.2 Block 1 EWall MinE->WWind Line-2.0031.0032.0 Block 1 EWall MinE->WWind Line0.004.00 40.0 Block 1 EWall 1E->WWind Line0.004.00 51.4 Block 1 EWall MinE->WWind Line4.0052.0040.0 Block 1 EWall 1E->WWind Line4.0052.0051.4 Block 1 S Wall Min S->N Wind Line -5.00 0.00 40.0 6 33 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 S Wall 1 S->N Wind Line -5.00 0.00 51.4 Block 1 SWall MinS->NWind Line0.0024.0032.0 Block 1 SWall 1S->NWind Line0.0024.0041.2 Block 1 SWall MinS->NWind Line0.0016.5040.0 Block 1 SWall 1S->NWind Line0.0016.5051.4 Block 1 SWall MinS->NWind Line16.5024.0040.0 Block 1 SWall 1S->NWind Line16.5024.0051.4 Block 1 NWall 1S->NLee Line-5.0024.0030.8 Block 1 NWall MinS->NLee Line-5.0024.0040.0 Block 1 NWall 1S->NLee Line0.0024.0024.7 Block 1 NWall MinS->NLee Line0.0024.0032.0 Block 1 SWall MinN->SLee Line-5.000.00 40.0 Block 1 SWall 1N->SLee Line-5.000.00 30.8 Block 1 SWall MinN->SLee Line0.0024.0032.0 Block 1 SWall MinN->SLee Line0.0016.5040.0 Block 1 SWall 1N->SLee Line0.0024.0024.7 Block 1 SWall 1N->SLee Line0.0016.5030.8 Block 1 SWall MinN->SLee Line16.5024.0040.0 Block 1 SWall 1N->SLee Line16.5024.0030.8 Block 1 NWall MinN->SWind Line-5.0024.0040.0 Block 1 NWall 1N->SWind Line-5.0024.0051.4 Block 1 NWall MinN->SWind Line0.0024.0032.0 Block 1 NWall 1N->SWind Line0.0024.0041.2 Block 2 WRoof MinW->EWind Line30.0053.0031.0 Block 2 WRoof 1W->EWind Line30.0053.0019.2 Block 2 ERoof MinW->ELee Line30.0053.0031.0 Block 2 ERoof 1W->ELee Line30.0053.0060.4 Block 2 WRoof MinE->WLee Line30.0053.0031.0 Block 2 WRoof 1E->WLee Line30.0053.0060.4 Block 2 ERoof MinE->WWind Line30.0053.0031.0 Block 2 ERoof 1E->WWind Line30.0053.0019.2 Block 2 SL Gable MinS->NWind Line-5.009.50 0.058.1 Block 2 SL Gable 1S->NWind Line-5.009.50 0.075.3 Block 2 SR Gable MinS->NWind Line9.5024.0058.10.0 Block 2 SR Gable 1S->NWind Line9.5024.0075.30.0 Block 2 NL Gable 1S->NLee Line-5.009.50 0.047.1 Block 2 NL Gable MinS->NLee Line-5.009.50 0.058.1 Block 2 NR Gable 1S->NLee Line9.5024.0047.10.0 Block 2 NR Gable MinS->NLee Line9.5024.0058.10.0 Block 2 SL Gable MinN->SLee Line-5.009.50 0.058.1 Block 2 SL Gable 1N->SLee Line-5.009.50 0.047.1 Block 2 SR Gable MinN->SLee Line9.5024.0058.10.0 Block 2 SR Gable 1N->SLee Line9.5024.0047.10.0 Block 2 NL Gable 1N->SWind Line-5.009.50 0.075.3 Block 2 NL Gable MinN->SWind Line-5.009.50 0.058.1 Block 2 NR Gable 1N->SWind Line9.5024.0075.30.0 Block 2 NR Gable MinN->SWind Line9.5024.0058.10.0 Legend: Block-Blockused in loadgeneration Accum. = loads fromoneblockcombinedwith another Manual = user-entered loads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhich loadsgeneratedorentered LoadCase-Oneof the following: ASCE7AllHeights:Case1or2 fromFig 27.3-8orminimum loads from27.1.5 ASCE7Low-rise:ReferencecornerandCaseAorB fromFig 28.3-1orminimum loads from28.3.4 WindDir-Directionofwind for loadswithpositivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardor leewardside of thebuilding for loads ingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start = intensityofuniformandpoint loadsor leftmost intensityof trapezoidal load,End = right intensityof trap load TribHt-Tributaryheightofarea loadsonly Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.60 towind loads beforedistributing them to the shearlines. 7 34 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 BUILDINGMASSES Level 2 Magnitude Trib ForceBuilding Block Wall Profile Location[ft][lbs,plf,psf]Width DirElement Line Start End Start End [ft] E-WRoof Block 12 Line-3.00 32.00 195.0 195.0 E-WRoof Block 14 Line-3.00 32.00 195.0 195.0 N-SRoof Block 1A Line-1.00 25.00 262.5 262.5 N-SRoof Block 1C Line-1.00 25.00 262.5 262.5 N-SL Gable Block 1A Line0.00 12.00 60.1 0.0 N-SR Gable Block 1A Line12.00 24.00 0.0 60.1 N-SR Gable Block 1C Line0.00 12.00 60.1 0.0 N-SL Gable Block 1C Line12.00 24.00 0.0 60.1 BothWall 2-1 n/a2Line-2.00 31.00 40.0 40.0 BothWall 4-1 n/a4Line-2.00 31.00 40.0 40.0 BothWall A-1 n/aALine0.00 24.00 40.0 40.0 BothWall C-1 n/aCLine0.00 24.00 40.0 40.0 Level 1 Magnitude Trib ForceBuilding Block Wall Profile Location[ft][lbs,plf,psf]Width DirElement Line Start End Start End [ft] E-WRoof Block 21 Line30.00 53.00 232.5 232.5 E-WRoof Block 24 Line30.00 53.00 232.5 232.5 E-WFloor F3 n/a1Line31.25 52.00 174.0 174.0 BothWall 2-1 n/a2Line-2.00 31.00 40.0 40.0 E-WFloor F1 n/a2Line0.00 4.00 99.0 99.0 E-WFloor F2 n/a2Line4.00 31.25 144.0 144.0 E-WFloor F1 n/a3Line0.00 4.00 99.0 99.0 BothWall 4-1 n/a4Line-2.00 31.00 40.0 40.0 E-WFloor F2 n/a4Line4.00 31.25 144.0 144.0 E-WFloor F3 n/a4Line31.25 52.00 174.0 174.0 N-SRoof Block 2C Line-6.00 25.00 172.5 172.5 N-SRoof Block 2D Line-6.00 25.00 172.5 172.5 N-SL Gable Block 2C Line-5.00 9.50 72.6 0.0 N-SR Gable Block 2C Line9.50 24.00 0.0 72.6 N-SR Gable Block 2D Line-5.00 9.50 72.6 0.0 N-SL Gable Block 2D Line9.50 24.00 0.0 72.6 BothWall A-1 n/aALine0.00 24.00 40.0 40.0 N-SFloor F2 n/a Line0.00 16.50 312.0 312.0 N-SFloor F3 n/aBLine16.50 24.00 288.0 288.0 BothWall C-1 n/aCLine0.00 24.00 40.0 40.0 N-SFloor F1 n/a Line-5.00 0.00 124.5 124.5 N-SFloor F1 n/aDLine-5.00 0.00 124.5 124.5 N-SFloor F2 n/aDLine0.00 16.50 312.0 312.0 N-SFloor F3 n/aDLine16.50 24.00 288.0 288.0 BothWall 1-1 n/a1Line31.25 52.00 40.0 40.0 BothWall 2-1 n/a2Line0.00 31.25 40.0 40.0 BothWall 3-1 n/a3Line0.00 4.00 40.0 40.0 BothWall 4-1 n/a4Line4.00 52.00 40.0 40.0 BothWall A-1 n/a Line0.00 16.50 40.0 40.0 BothWall B-1 n/aBLine16.50 24.00 40.0 40.0 BothWall C-2 n/aCLine0.75 12.50 24.0 24.0 BothWall C-1 n/a Line-5.00 0.00 40.0 40.0 BothWall D-1 n/aDLine-5.00 24.00 40.0 40.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline that equivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line 8 35 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 TribWidth.-Tributarywidth; foruserapplied area loadsonly 9 36 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-WLine-3.00 -2.00 87.7 87.7 E-WPoint-2.00 -2.00 378 378 E-WLine-2.00 31.00 105.6 105.6 E-WPoint31.00 31.00 378 378 E-WLine31.00 32.00 87.7 87.7 N-SLine-1.00 0.00 118.0 118.0 N-SPoint 0.00 0.00 297 297 N-SLine 0.00 12.00 136.0 163.0 N-SLine12.00 24.00 163.0 136.0 N-SPoint24.00 24.00 297 297 N-SLine24.00 25.00 118.0 118.0 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-WPoint-2.00 -2.00 114 114 E-WLine-2.00 0.00 9.5 9.5 E-WPoint0.00 0.00 79 79 E-WLine 0.00 4.00 42.6 42.6 E-WPoint4.00 4.00 36 36 E-WLine 4.00 30.00 53.3 53.3 E-WLine30.00 31.00 108.6 108.6 E-WPoint31.00 31.00 273 273 E-WLine31.00 31.25 99.1 99.1 E-WPoint31.25 31.25 24 24 E-WLine31.25 52.00 106.3 106.3 E-WPoint52.00 52.00 263 263 E-WLine52.00 53.00 55.3 55.3 N-SLine-6.00 -5.00 41.1 41.1 N-SPoint-5.00 -5.00 99 99 N-SLine-5.00 0.00 80.2 86.2 N-SPoint0.00 0.00 306 306 N-SLine 0.00 0.75 140.3 141.2 N-SLine 0.75 9.50 144.0 154.5 N-SLine 9.50 12.50 154.5 150.9 N-SLine12.50 16.50 148.0 143.3 N-SPoint16.50 16.50 19 19 N-SLine16.50 24.00 137.6 128.6 N-SPoint24.00 24.00 386 386 N-SLine24.00 25.00 41.1 41.1 Legend: Loads in tablecanbeaccumulationof loads fromseveralbuildingmasses,so theydonotcorrespondwith aparticularbuildingelement. Location-Startandendof load indirectionperpendicular toseismic forcedirection Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.70andredundancy factor toseismic loadsbeforedistributing them to theshearlines. 10 37 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 Design Summary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. HOLDDOWNDESIGN WindLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm Under-capacityhold-downswerefoundon thefollowingwalls: Level1:2-1 ThisDesignSummarydoesnot include failures thatoccurdue toexcessivestorydrift fromASCE7CC.2.2(wind)or12.12(seismic). Refer toStoryDrift table in thisreport toverify thisdesigncriterion. Refer to theDeflection table forpossibleissuesregarding fastenerslippage(SDPWSTableC4.2.2D). 11 38 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 Flexible DiaphragmWind Design ASCE7 Directional (All Heights)Loads SHEARRESULTS N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dirvvmax/vft V[lbs]Int Ext Int ExtCoCCmbV [lbs]Ratio Line 1 Level 1 Ln1,Lev11Both 7.0 - 145 -1.0 - 339 -3397024 0.02 Line 2 Level 2 Ln2,Lev2- Both - - 870 - - - 339 - - 8315 - Wall2-11Both - - 870 -1.0 - 339 - - 8315 - Seg. 1- Both 35.40.0540 -1.0 - 339 -3395162 0.10 Seg. 2- Both 35.40.0221 -1.0 - 339 -3392116 0.10 Seg. 3- Both 31.00.0108 -.88 - 296 -2961037 0.10 Level 1 Ln2,Lev1- Both - - 2678 - - - 339 - - 7532 - Wall2-11Both - - 2678 -1.0 - 339 - - 7532 - Seg. 1- Both120.40.01234 -1.0 - 339 -3393470 0.36 Seg. 2- Both120.40.0782 -1.0 - 339 -3392200 0.36 Seg. 3- Both120.40.0662 -1.0 - 339 -3391862 0.36 Line 4 Level 2 Ln4,Lev2- Both - - 870 - - - 339 - - 8294 - Wall4-11Both - - 870 -1.0 - 339 - - 8294 - Seg. 1- Both 35.50.0453 -1.0 - 339 -3394316 0.10 Seg. 2- Both 35.50.0417 -1.0 - 339 -3393978 0.10 Level 1 Ln4,Lev1- Both - - 2362 - - - 339 - - 10409 - Wall4-11Both - - 2362 -1.0 - 339 - - 10409 - Seg. 1- Both 0.00.00 -1.0 - 339 -339 - - Seg. 2- Both 76.80.0327 -1.0 - 339 -3391439 0.23 Seg. 3- Both 76.80.02036 -1.0 - 339 -3398971 0.23 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dirvvmax/vft V[lbs]Int Ext Int ExtCoCCmbV [lbs]Ratio Line A Level 2 LnA,Lev2- Both - - 1386 - - - 339 - - 5755 - WallA-11Both - - 1386 -1.0 - 339 - - 5755 - Seg. 1- Both 81.60.0469 -1.0 - 339 -3391946 0.24 Seg. 2- Both 81.60.0530 -1.0 - 339 -3392200 0.24 Seg. 3- Both 81.60.0387 -1.0 - 339 -3391608 0.24 Level 1 LnA,Lev1- Both - - 2940 - - - 339 - - 3385 - WallA-11Both - - 2940 -1.0 - 339 - - 3385 - Seg. 1- Both294.00.01470 -1.0 - 339 -3391693 0.87 Seg. 2- Both294.00.01470 -1.0 - 339 -3391693 0.87 Line C Level 2 LnC,Lev21Both 57.8 - 1386 -1.0 - 339 -3398124 0.17 Level 1 LnC,Lev1- Both - - 3957 - - - 495 - - 5813 - WallC-22Both336.7 - 3957 -1.0 - 495 -4955813 0.68 Line D LnD,Lev1- Both - - 1102 - - - 339 - - 4401 - WallD-11Both - - 1102 -1.0 - 339 - - 4401 - Seg. 1- Both 84.80.0763 -1.0 - 339 -3393047 0.25 Seg. 2- Both 84.80.0339 -1.0 - 339 -3391354 0.25 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir-Directionofwind forcealongshearline. v-Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.4.3 Force-transferwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to these piers. V-ASD factoredshear force.Forshearline: totalshearline force.Forwall:totalofallsegmentsonwall.Forsegment: forceonsegment 12 39 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 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: IncludeCubfactor andaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-5. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingSDPWS4.3-3. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."S" indicates that thewind designcriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,4. 13 40 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 HOLD-DOWNDESIGN(flexiblewinddesign) Level 1 TensileASD Line-Location[ft]Load HolddownForce[lbs]Cap Crit WallPosit'nXYCase ShearDeadUpliftCmb'd Hold-down [lbs]Resp. Line 1 1-1L End-5.00 31.38 1 56 56 LIMIT w/o1500 0.04 1-1R End-5.00 51.88 1 56 56 LIMIT w/o1500 0.04 Line 2 V Elem0.00 -1.87 1 288 288 Refer to upper level 2-1L End0.00 0.12 1 987 987 LIMIT w/o1500 0.66 2-1L Op 10.00 10.13 1 1137 1137 LIMIT w/o1500 0.76 2-1R Op 10.00 16.38 1 863 863 LIMIT w/o1500 0.58 V Elem0.00 17.38 1 295 295 Refer to upper level 2-1L Op 20.00 22.63 1 1235 1235 LIMIT w/o1500 0.82 2-1R Op 20.00 25.88 1 947 947 LIMIT w/o1500 0.63 V Elem0.00 27.63 1 267 267 Refer to upper level V Elem0.00 30.88 1 267 267 Refer to upper level 2-1R End0.00 31.13 1 1009 1009 LIMIT w/o1500 0.67 Line 4 V Elem24.00 -1.87 1 290 290 Refer to upper level V Elem24.00 4.88 1 175 175 Refer to upper level 4-1R Op 124.00 19.38 1 829 829 LIMIT w/o1500 0.55 4-1L Op 224.00 23.38 1 653 653 LIMIT w/o1500 0.44 4-1R Op 224.00 25.63 1 620 620 LIMIT w/o1500 0.41 V Elem24.00 30.88 1 290 290 Refer to upper level 4-1R End24.00 51.88 1 620 620 LIMIT w/o1500 0.41 Line A A-1L End0.12 0.00 1 3281 3281 STHD14 (8"3815 0.86 A-1L Op 14.88 0.00 1 2476 2476 STHD14 (8"3815 0.65 V Elem5.63 -2.00 1 805 805 Refer to upper level V Elem10.88 -2.00 1 1095 1095 Refer to upper level A-1R Op 111.63 0.00 1 2476 2476 STHD14 (8"3815 0.65 A-1R End16.38 0.00 1 2476 2476 STHD14 (8"3815 0.65 V Elem17.13 -2.00 1 1095 1095 Refer to upper level V Elem19.38 -2.00 1 791 791 Refer to upper level V Elem23.88 -2.00 1 791 791 Refer to upper level Line C V Elem0.12 31.00 1 644 644 Refer to upper level C-2L End0.88 31.00 1 2753 2753 STHD14 (8"3815 0.72 C-2R End12.38 31.00 1 2753 2753 STHD14 (8"3815 0.72 V Elem23.88 31.00 1 644 644 Refer to upper level Line D D-1L End-4.87 52.00 1 981 981 LIMIT w/o1500 0.65 D-1L Op 13.88 52.00 1 981 981 LIMIT w/o1500 0.65 D-1R Op 120.13 52.00 1 904 904 LIMIT w/o1500 0.60 D-1R End23.88 52.00 1 904 904 LIMIT w/o1500 0.60 Level 2 TensileASD Line-Location[ft]Load HolddownForce[lbs]Cap Crit WallPosit'nXYCase ShearDeadUpliftCmb'd Hold-down [lbs]Resp. Line 2 2-1L End0.00 -1.87 1 288 288 LIMIT w/o1500 0.19 2-1L Op 10.00 13.13 1 288 288 LIMIT w/o1500 0.19 2-1R Op 10.00 17.38 1 295 295 LIMIT w/o1500 0.20 2-1L Op 20.00 23.38 1 295 295 LIMIT w/o1500 0.20 2-1R Op 20.00 27.63 1 267 267 LIMIT w/o1500 0.18 2-1R End0.00 30.88 1 267 267 LIMIT w/o1500 0.18 Line 4 4-1L End24.00 -1.87 1 290 290 LIMIT w/o1500 0.19 4-1L Op 124.00 10.63 1 290 290 LIMIT w/o1500 0.19 4-1R Op 124.00 19.38 1 290 290 LIMIT w/o1500 0.19 4-1R End24.00 30.88 1 290 290 LIMIT w/o1500 0.19 Line A A-1L End0.12 -2.00 1 805 805 LIMIT w/o1500 0.54 A-1L Op 15.63 -2.00 1 805 805 LIMIT w/o1500 0.54 A-1R Op 110.88 -2.00 1 1095 1095 LIMIT w/o1500 0.73 A-1L Op 217.13 -2.00 1 1095 1095 LIMIT w/o1500 0.73 A-1R Op 219.38 -2.00 1 791 791 LIMIT w/o1500 0.53 A-1R End23.88 -2.00 1 791 791 LIMIT w/o1500 0.53 Line C C-1L End0.12 31.00 1 644 644 LIMIT w/o1500 0.43 C-1R End23.88 31.00 1 644 644 LIMIT w/o1500 0.43 Legend: 14 41 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 Line-Wall: Atwall oropening–Shearline and wallnumberAtverticalelement-Shearline Posit'n-Position of stud thathold-down isattached to: VElem-Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd-At leftorrightwallend LorROpn-At leftorrightside of opening n t @Opn-Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.2.1 Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical loadcase: 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 load component, factored forASDby0.60.Forperforatedwalls,T fromSDPWS4.3-8 isused. Cmb'd-SumofASD-factoredoverturning, dead and uplift forces.Mayalso include the uplift force t fromperforatedwalls fromSDPWS4.3.6.2.1 whenopeningsarestaggered. Hold-down–Deviceused fromhold-downdatabase Cap–AllowableASD tension load Crit.Resp.-CriticalResponse = CombinedASD force / AllowableASD tension load Notes: Refer toShearResults tableforfactorCo,andshearline dimensions tablefor thesumofLi,used tocalculate tensionforceTforperforatedwalls fromSDPWSEqn.4.3-8. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 15 42 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 COLLECTORFORCES(flexiblewinddesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 2 2-1Left Opening 1 0.0010.251 706-706 2-1Right Opening 1 0.0016.251 397-397 2-1Left Opening 2 0.0022.751 844-844 2-1Right Opening 2 0.0025.751 690-690 2-1Right Wall End 0.0031.251 1069-1069 Line 4 4-1Right Opening 1 24.0019.251 -751751 4-1Left Opening 2 24.0023.501 -633633 4-1Right Opening 2 24.0025.501 -732732 Line A A-1Left Opening 1 5.000.001 579-579 A-1Right Opening 1 11.500.001 -579579 Line C C-2Left Wall End 0.7531.001 -948948 C-2Right Wall End 12.5031.001 1072-1072 Line D D-1Left Opening 1 4.0052.001 421-421 D-1Right Opening 1 20.0052.001 -187187 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 2 2-1Left Opening 1 0.0013.251 138-138 2-1Right Opening 1 0.0017.251 33-33 2-1Left Opening 2 0.0023.501 89-89 2-1Right Opening 2 0.0027.501 -1616 Line 4 4-1Left Opening 1 24.0010.751 117-117 4-1Right Opening 1 24.0019.251 -107107 Line A A-1Left Opening 1 5.75-2.001 137-137 A-1Right Opening 1 10.75-2.001 -152152 A-1Left Opening 2 17.25-2.001 3-3 A-1Right Opening 2 19.25-2.001 -113113 Legend: Line-Wall-Shearline and wallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical loadcase: ASCE7All heightsCase1or 2 ASCE7Low-risecorner;CaseAor B DragstrutForce-Axial force in transferelement at openings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline force(vmax from4.3.6.4.1.1 forperforatedwalls) Strap/BlockingForce–For force-transferwalls, force transferred fromaboveandbelowopening toshearwall pier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 16 43 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear[lbs]DiaphragmForce[lbs] [lbs][sq.ft]E-W N-S E-W:Fpx Design N-S:Fpx Design 2 19652 792.0 4417 4417 3324 3324 3324 3324 1 39984 1321.8 4758 4758 6762 6762 6762 6762 All 59636 -9175 9175 - - - - Legend: Mass–Sumofallgeneratedand inputbuilding masseson level = wx inASCE7equation12.8-12. StoryShear–Totalunfactored(strength-level)shear force inducedat levelx, = Fx inASCE7equation12.8-11. DiaphragmForce–MinimumASD-factored force fordiaphragmdesign, usedbyShearwallsonly fordragstrut forces,asperException to12.10.2.1. Fpx is 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; totaldead loadfactor:0.6-0.140 =0.460 tension, 1.0 + 0.140 = 1.140 compression. 17 44 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 SHEARRESULTS(flexibleseismicdesign) N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dirvvmax/vft V[lbs]Int Ext Int ExtCoCCmbV [lbs]Ratio Line 1 Level 1 Ln1,Lev11Both 11.6 - 242 -1.0 - 242 -2425017 0.05 Line 2 Level 2 Ln2,Lev2- Both - - 1546 - - - 242 - - 5939 - Wall2-11Both - - 1546 -1.0 - 242 - - 5939 - Seg. 1- Both 62.90.0960 -1.0 - 242 -2423687 0.26 Seg. 2- Both 62.90.0393 -1.0 - 242 -2421511 0.26 Seg. 3- Both 55.10.0193 -.88 - 212 -212741 0.26 Level 1 Ln2,Lev1- Both - - 3147 - - - 242 - - 5380 - Wall2-11Both - - 3147 -1.0 - 242 - - 5380 - Seg. 1- Both141.40.01450 -1.0 - 242 -2422478 0.58 Seg. 2- Both141.40.0919 -1.0 - 242 -2421572 0.58 Seg. 3- Both141.40.0778 -1.0 - 242 -2421330 0.58 Line 4 Level 2 Ln4,Lev2- Both - - 1546 - - - 242 - - 5924 - Wall4-11Both - - 1546 -1.0 - 242 - - 5924 - Seg. 1- Both 63.10.0805 -1.0 - 242 -2423083 0.26 Seg. 2- Both 63.10.0741 -1.0 - 242 -2422841 0.26 Level 1 Ln4,Lev1- Both - - 3034 - - - 242 - - 7435 - Wall4-11Both - - 3034 -1.0 - 242 - - 7435 - Seg. 1- Both 0.00.00 -1.0 - 242 -242 - - Seg. 2- Both 98.70.0419 -1.0 - 242 -2421028 0.41 Seg. 3- Both 98.70.02614 -1.0 - 242 -2426408 0.41 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dirvvmax/vft V[lbs]Int Ext Int ExtCoCCmbV [lbs]Ratio Line A Level 2 LnA,Lev2- Both - - 1546 - - - 242 - - 4111 - WallA-11Both - - 1546 -1.0 - 242 - - 4111 - Seg. 1- Both 90.90.0523 -1.0 - 242 -2421390 0.38 Seg. 2- Both 90.90.0591 -1.0 - 242 -2421572 0.38 Seg. 3- Both 90.90.0432 -1.0 - 242 -2421149 0.38 Level 1 LnA,Lev1- Both - - 2267 - - - 242 - - 2418 - WallA-11^Both - - 2267 -1.0 - 242 - - 2418 - Seg. 1- Both226.70.01133 -1.0 - 242 -2421209 0.94 Seg. 2- Both226.70.01133 -1.0 - 242 -2421209 0.94 Line C Level 2 LnC,Lev21Both 64.4 - 1546 -1.0 - 242 -2425803 0.27 Level 1 LnC,Lev1- Both - - 3151 - - - 353 - - 4152 - WallC-22^Both268.2 - 3151 -1.0 - 353 -3534152 0.76 Line D LnD,Lev1- Both - - 1004 - - - 242 - - 3143 - WallD-11Both - - 1004 -1.0 - 242 - - 3143 - Seg. 1- Both 77.20.0695 -1.0 - 242 -2422176 0.32 Seg. 2- Both 77.20.0309 -1.0 - 242 -242967 0.32 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. v-Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.4.3 Force-transferwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(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-Unitshearcapacityof interiorsheathing;Ext-Unitshearcapacityofexteriorsheathing.Forwall:Unfactored.Forsegment: IncludeCubfactor andaspectratioadjustments. 18 45 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-5. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingSDPWS4.3-3. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."W" indicates that thewind designcriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,4. 19 46 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 HOLD-DOWNDESIGN(flexibleseismicdesign) Level 1 TensileASD Line-Location[ft]HolddownForce[lbs]Cap Crit WallPosit'nXY ShearDead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1L End-5.00 31.38 94 94 LIMIT w/o 1500 0.06 1-1R End-5.00 51.88 94 94 LIMIT w/o 1500 0.06 Line 2 V Elem0.00 -1.87 512 512 Refer to upper level 2-1L End0.00 0.12 1160 1160 LIMIT w/o 1500 0.77 2-1L Op 10.00 10.13 1426 1426 LIMIT w/o 1500 0.95 2-1R Op 10.00 16.38 932 932 LIMIT w/o 1500 0.62 V Elem0.00 17.38 525 525 Refer to upper level 2-1L Op 20.00 22.63 1592 1592 LIMIT w/o 1500 1.06* 2-1R Op 20.00 25.88 1076 1076 LIMIT w/o 1500 0.72 V Elem0.00 27.63 474 474 Refer to upper level V Elem0.00 30.88 474 474 Refer to upper level 2-1R End0.00 31.13 1185 1185 LIMIT w/o 1500 0.79 Line 4 V Elem24.00 -1.87 515 515 Refer to upper level V Elem24.00 4.88 312 312 Refer to upper level 4-1R Op 124.00 19.38 1151 1151 LIMIT w/o 1500 0.77 4-1L Op 224.00 23.38 839 839 LIMIT w/o 1500 0.56 4-1R Op 224.00 25.63 797 797 LIMIT w/o 1500 0.53 V Elem24.00 30.88 516 516 Refer to upper level 4-1R End24.00 51.88 797 797 LIMIT w/o 1500 0.53 Line A A-1L End0.12 0.00 2806 2806 STHD14 (8"3815 0.74 A-1L Op 14.88 0.00 1909 1909 STHD14 (8"3815 0.50 V Elem5.63 -2.00 897 897 Refer to upper level V Elem10.88 -2.00 1221 1221 Refer to upper level A-1R Op 111.63 0.00 1909 1909 STHD14 (8"3815 0.50 A-1R End16.38 0.00 1909 1909 STHD14 (8"3815 0.50 V Elem17.13 -2.00 1221 1221 Refer to upper level V Elem19.38 -2.00 882 882 Refer to upper level V Elem23.88 -2.00 882 882 Refer to upper level Line C V Elem0.12 31.00 718 718 Refer to upper level C-2L End0.88 31.00 2192 2192 STHD14 (8"3815 0.57 C-2R End12.38 31.00 2192 2192 STHD14 (8"3815 0.57 V Elem23.88 31.00 718 718 Refer to upper level Line D D-1L End-4.87 52.00 894 894 LIMIT w/o 1500 0.60 D-1L Op 13.88 52.00 894 894 LIMIT w/o 1500 0.60 D-1R Op 120.13 52.00 824 824 LIMIT w/o 1500 0.55 D-1R End23.88 52.00 824 824 LIMIT w/o 1500 0.55 Level 2 TensileASD Line-Location[ft]HolddownForce[lbs]Cap Crit WallPosit'nXY ShearDead Ev Cmb'd Hold-down [lbs]Resp. Line 2 2-1L End0.00 -1.87 512 512 LIMIT w/o 1500 0.34 2-1L Op 10.00 13.13 512 512 LIMIT w/o 1500 0.34 2-1R Op 10.00 17.38 525 525 LIMIT w/o 1500 0.35 2-1L Op 20.00 23.38 525 525 LIMIT w/o 1500 0.35 2-1R Op 20.00 27.63 474 474 LIMIT w/o 1500 0.32 2-1R End0.00 30.88 474 474 LIMIT w/o 1500 0.32 Line 4 4-1L End24.00 -1.87 515 515 LIMIT w/o 1500 0.34 4-1L Op 124.00 10.63 515 515 LIMIT w/o 1500 0.34 4-1R Op 124.00 19.38 516 516 LIMIT w/o 1500 0.34 4-1R End24.00 30.88 516 516 LIMIT w/o 1500 0.34 Line A A-1L End0.12 -2.00 897 897 LIMIT w/o 1500 0.60 A-1L Op 15.63 -2.00 897 897 LIMIT w/o 1500 0.60 A-1R Op 110.88 -2.00 1221 1221 LIMIT w/o 1500 0.81 A-1L Op 217.13 -2.00 1221 1221 LIMIT w/o 1500 0.81 A-1R Op 219.38 -2.00 882 882 LIMIT w/o 1500 0.59 A-1R End23.88 -2.00 882 882 LIMIT w/o 1500 0.59 Line C C-1L End0.12 31.00 718 718 LIMIT w/o 1500 0.48 C-1R End23.88 31.00 718 718 LIMIT w/o 1500 0.48 Legend: 20 47 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement-Shearline Posit'n-Position of stud thathold-downisattached to: VElem-Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd-At leftorrightwallend LorROpn-At leftorrightside of opening n t @Opn-Uplift force t atopeningn fromoffsetopening inperforatedwall above, 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, dead and verticalseismic forces.Mayalso include the uplift force t fromperforatedwalls fromSDPWS 4.3.6.2.1whenopeningsarestaggered. Hold-down–Deviceused fromhold-downdatabase Cap–AllowableASD tension load Crit.Resp.–CriticalResponse = CombinedASD force/AllowableASD tension load Notes: CombinedforcefromASCE72.4.1 loadcombination10 = -(0.6D-0.7Ev+0.7Eh);Eh(from12.4.2.1) = -shearoverturningforce Refer toShearResults tableforfactorCo,andshearline dimensions tablefor thesumofLi,used tocalculate tensionforceTforperforatedwalls fromSDPWSEqn.4.3-8. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. *WARNING-Designcapacityhasbeenexceeded. 21 48 of 60 WoodWorks®Shearwalls shearwith shop.wsw Aug. 16, 2022 09:28:03 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 2 Shearline force 47974797 2-1Left Opening 1 0.0010.25 1264-1264 2-1Right Opening 1 0.0016.25 711-711 2-1Left Opening 2 0.0022.75 1513-1513 2-1Right Opening 2 0.0025.75 1236-1236 2-1Right Wall End 0.0031.25 1914-1914 Line 4 Shearline force 45664566 4-1Right Opening 1 24.0019.25 -14511451 4-1Left Opening 2 24.0023.50 -12241224 4-1Right Opening 2 24.0025.50 -14141414 Line A Shearline force 30103010 A-1Left Opening 1 5.000.00 593-593 A-1Right Opening 1 11.500.00 -593593 Line C Shearline force 48054805 C-2Left Wall End 0.7531.00 -11511151 C-2Right Wall End 12.5031.00 1301-1301 Line D Shearline force 20392039 D-1Left Opening 1 4.0052.00 779-779 D-1Right Opening 1 20.0052.00 -346346 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 2 Shearline force 16621662 2-1Left Opening 1 0.0013.25 264-264 2-1Right Opening 1 0.0017.25 62-62 2-1Left Opening 2 0.0023.50 170-170 2-1Right Opening 2 0.0027.50 -3131 Line 4 Shearline force 16621662 4-1Left Opening 1 24.0010.75 223-223 4-1Right Opening 1 24.0019.25 -205205 Line A Shearline force 16621662 A-1Left Opening 1 5.75-2.00 164-164 A-1Right Opening 1 10.75-2.00 -182182 A-1Left Opening 2 17.25-2.00 3-3 A-1Right Opening 2 19.25-2.00 -135135 Legend: Line-Wall-Shearline and wallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView DragstrutForce-Axial force in transferelement at openings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline forceshown.ForSDCC-F, it is thegreaterof thedesignshearline forceand thediaphragm forceFpx,added toshearline force fromstoryaboveand to forces transferred fromdiscontinuousshearlines factoredbyoverstrength(omega)asper12.10.1.1. Refer toSeismic Information table fordiaphragm forcesandomega factor. ForSDCD-F, if horizontal torsional irregularities2,3,or4are input,orvertical irregularity4detectedor input,25% increase from12.3.3.4applied. Forperforatedwalls, this force isconverted tovmaxusing 4.3.6.4.1.1. Strap/BlockingForce–For force-transferwalls, force transferred fromaboveandbelowopening toshearwall pier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 22 49 of 60 R1 Aug.16,202209:28 Design Check CalculationSheet 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 Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 4.083' 4.042'0' Unfactored: Dead 403 403 Snow 657 657 Factored: Total 1060 1060 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0.97 0.97 Support 0.88 0.88 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 *Minimumbearinglengthsettingused:1/2"forendsupports R1 Lumber-soft, D.Fir-L, No.2,4x6(3-1/2"x5-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:4.06';Clearspan:4.0';Volume = 0.5cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 63 Fv' = 207 psi fv/Fv' = 0.30 Bending(+) fb = 728 Fb' = 1345 psi fb/Fb' = 0.54 Live Defl'n 0.03 = < L/999 0.13 = L/360 in 0.19 Total Defl'n 0.05 = < L/999 0.20 = L/240 in 0.24 Additional Data: 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 CRITICALLOADCOMBINATIONS: 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 = 1060, V design = 809 lbs; M(+) = 1071 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" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2018)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 50 of 60 R2 Aug.16,202209:29 DesignCheckCalculation Sheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(3.00') psf Load2 Snow Full Area 25.00(3.00') psf Self-weight Dead Full UDL 7.7 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 16.333' 16.292'0' Unfactored: Dead 429 429 Snow 611 611 Factored: Total 1040 1040 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0.95 0.95 Support 0.86 0.86 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.2,4x10(3-1/2"x9-1/4") Supports:All-Timber-softBeam, D.Fir-L No.2 Totallength:16.31'; Clear span:16.25';Volume=3.7 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 = 44 Fv' = 207 psi fv/Fv' = 0.21 Bending(+) fb = 1019 Fb' = 1190 psi fb/Fb' = 0.86 Live Defl'n 0.32 = L/607 0.54 = L/360 in 0.59 Total Defl'n 0.66 = L/295 0.81 = L/240 in 0.81 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 0.958 1.200 - 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 = 1040, V design = 939 lbs; M(+) = 4236 lbs-ft EIy = 369.34 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 16.31' Le = 30.00' RB = 16.5 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. 51 of 60 R3 Aug.16,202209:29 DesignCheckCalculation Sheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(3.00') psf Load2 Snow Full Area 25.00(3.00') psf Self-weight Dead Full UDL 7.7 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 15.083' 15.042'0' Unfactored: Dead 396 396 Snow 564 564 Factored: Total 960 960 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0.88 0.88 Support 0.79 0.79 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 R3 Lumber-soft, D.Fir-L, No.2,4x10(3-1/2"x9-1/4") Supports:All-Timber-softBeam, D.Fir-L No.2 Totallength:15.06'; Clear span:15.0';Volume=3.4 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 = 40 Fv' = 207 psi fv/Fv' = 0.19 Bending(+) fb = 868 Fb' = 1197 psi fb/Fb' = 0.73 Live Defl'n 0.23 = L/771 0.50 = L/360 in 0.47 Total Defl'n 0.48 = L/375 0.75 = L/240 in 0.64 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 0.963 1.200 - 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 = 960, V design = 859 lbs; M(+) = 3611 lbs-ft EIy = 369.34 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 15.06' Le = 27.69' RB = 15.8 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. 52 of 60 SF1 Aug.16,202209:40 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 3.5 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 16.161' 16.08'0' Unfactored: Dead 157 157 Live 429 429 Factored: Total 585 585 Bearing: Capacity Joist 585 585 Support 1129 1129 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.96 0.96 Min req'd 0.96 0.96 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 SF1 Lumber-soft, Hem-Fir, No.2,2x12(1-1/2"x11-1/4") Supports:All-Timber-softBeam, D.Fir-L No.2 Floorjoist spacedat16.0" c/c; Totallength:16.19'; Clear span:16.0';Volume=1.9 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 = 46 Fv' = 150 psi fv/Fv' = 0.30 Bending(+) fb = 893 Fb' = 977 psi fb/Fb' = 0.91 Live Defl'n 0.35 = L/556 0.54 = L/360 in 0.65 Total Defl'n 0.54 = L/359 0.80 = L/240 in 0.67 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 1.000 - 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 = 585, V design = 514 lbs; M(+) = 2354 lbs-ft EIy = 231.37 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. 53 of 60 SF2 Aug.16,202209:43 Design Check CalculationSheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(8.00') psf Load2 Live Full Area 40.00(8.00') psf Load3 Dead Partial Area 0.06 0.73 15.00(13.00') psf Load4 Snow Partial Area 0.06 0.73 25.00(13.00') psf Load5 Dead Point 0.73 403 lbs Load6 Snow Point 0.73 657 lbs Load7 Dead Full UDL 80.0 plf Self-weight Dead Full UDL 4.6 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 3.102' 3.051'0' Unfactored: Dead 701 384 Live 488 488 Snow 698 177 Factored: Total 1591 882 Bearing: Capacity Beam 1591 1094 Support 1761 1211 Des ratio Beam 1.00 0.81 Support 0.90 0.73 Load comb #3 #3 Length 0.73 0.50* Min req'd 0.73 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports SF2 Lumber-soft, D.Fir-L, No.2,4x6(3-1/2"x5-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:3.13';Clearspan:3.0';Volume = 0.4cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 94 Fv' = 207 psi fv/Fv' = 0.45 Bending(+) fb = 629 Fb' = 1345 psi fb/Fb' = 0.47 Live Defl'n 0.01 = < L/999 0.10 = L/360 in 0.11 Total Defl'n 0.02 = < L/999 0.15 = L/240 in 0.16 Additional Data: 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 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICALLOADCOMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75(L + S) Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 – LC #3 = D + 0.75(L + S) Support 2 – LC #3 = D + 0.75(L + S) D=dead L=live 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 = 1591, V design = 1202 lbs; M(+) = 926 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" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2018)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 54 of 60 SF3 Aug.16,202209:46 Design Check CalculationSheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(8.00') psf Load2 Live Full Area 40.00(8.00') psf Load3 Dead Partial Area 0.00 3.00 15.00(13.00') psf Load4 Snow Partial Area 0.00 3.00 25.00(13.00') psf Load5 Dead Point 3.00 403 lbs Load6 Snow Point 3.00 657 lbs Load7 Dead Full UDL 80.0 plf Self-weight Dead Full UDL 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.182' 6.091'0' Unfactored: Dead 1203 894 Live 975 975 Snow 1065 550 Factored: Total 2733 2037 Bearing: Capacity Beam 2733 2037 Support 3026 2255 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #3 #3 Length 1.25 0.93 Min req'd 1.25 0.93 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF3 Lumber-soft, D.Fir-L, No.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.19';Clearspan:6.0';Volume = 1.4cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 95 Fv' = 207 psi fv/Fv' = 0.46 Bending(+) fb = 1036 Fb' = 1227 psi fb/Fb' = 0.84 Live Defl'n 0.04 = < L/999 0.20 = L/360 in 0.20 Total Defl'n 0.09 = L/824 0.30 = L/240 in 0.29 Additional Data: 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 3 Fb'+ 900 1.15 1.00 1.00 0.988 1.200 - 1.00 1.00 1.00 3 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 #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75(L + S) Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 – LC #3 = D + 0.75(L + S) Support 2 – LC #3 = D + 0.75(L + S) D=dead L=live 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 = 2733, V design = 2048 lbs; M(+) = 4309 lbs-ft EIy = 369.34 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 6.06' Le = 12.25' RB = 10.5 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2018)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 55 of 60 SF4 Aug.16,202209:50 Design Check CalculationSheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(12.00') psf Load2 Live Full Area 40.00(12.00') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.121' 5.061'0' Unfactored: Dead 380 380 Live 1215 1215 Factored: Total 1594 1594 Bearing: Capacity Beam 1594 1594 Support 1765 1765 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.73 0.73 Min req'd 0.73 0.73 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF4 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:5.13';Clearspan:5.0';Volume = 0.9cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 71 Fv' = 180 psi fv/Fv' = 0.39 Bending(+) fb = 789 Fb' = 1162 psi fb/Fb' = 0.68 Live Defl'n 0.04 = < L/999 0.17 = L/360 in 0.24 Total Defl'n 0.06 = < L/999 0.25 = L/240 in 0.23 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 0.993 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 CRITICALLOADCOMBINATIONS: 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 = 1594, V design = 1194 lbs; M(+) = 2017 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 = 5.06' Le = 10.06' RB = 8.5 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2018)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 56 of 60 SF5 Aug.16,202210:08 Design Check CalculationSheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(4.00') psf Load2 Live Full Area 40.00(4.00') psf Self-weight Dead Full UDL 10.5 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 15.74' 15.662'0' Unfactored: Dead 458 458 Live 1253 1253 Factored: Total 1711 1711 Bearing: Capacity Beam 1711 1711 Support 2860 2860 Des ratio Beam 1.00 1.00 Support 0.60 0.60 Load comb #2 #2 Length 0.94 0.94 Min req'd 0.94 0.94 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.08 1.08 Fcp sup 625 625 SF5 Lumbern-ply, Hem-Fir, No.2,2x12,3-ply(4-1/2"x11-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:15.75';Clearspan:15.563';Volume = 5.5cu.ft. Lateralsupport: top = continuous,bottom = atsupports;Repetitivefactor:appliedwherepermitted(refer toonlinehelp); ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 44 Fv' = 150 psi fv/Fv' = 0.30 Bending(+) fb = 847 Fb' = 977 psi fb/Fb' = 0.87 Live Defl'n 0.31 = L/602 0.52 = L/360 in 0.60 Total Defl'n 0.48 = L/389 0.78 = L/240 in 0.62 Additional Data: 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 1.000 - 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 CRITICALLOADCOMBINATIONS: 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 = 1711, V design = 1497 lbs; M(+) = 6698 lbs-ft EIy = 231.37 lb-in^2/ply "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2018)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 4.BUILT-UPBEAMS:itisassumed thateachplyisasinglecontinuousmember(thatis,nobuttjointsarepresent)and thateachplyisequally top-loaded.Wherebeamsareside-loaded,specialfasteningdetailsmayberequired. 5. FIRERATING:Joists,wallstuds,andmulti-plymembersarenotratedforfireendurance. 57 of 60 SF6 Aug.16,202210:08 Design Check CalculationSheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(4.50') psf Load2 Live Full Area 40.00(4.50') psf Load3 Dead Full Area 15.00(4.00') psf Load4 Snow Full Area 25.00(4.00') psf Load5 Dead Full UDL 80.0 plf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.775' 6.723'0' Unfactored: Dead 672 672 Live 605 605 Snow 336 336 Factored: Total 1378 1378 Bearing: Capacity Beam 1378 1378 Support 1526 1526 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #3 #3 Length 0.63 0.63 Min req'd 0.63 0.63 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF6 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.75';Clearspan:6.688';Volume = 1.2cu.ft. Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 61 Fv' = 180 psi fv/Fv' = 0.34 Bending(+) fb = 840 Fb' = 1170 psi fb/Fb' = 0.72 Live Defl'n 0.05 = < L/999 0.22 = L/360 in 0.24 Total Defl'n 0.13 = L/612 0.34 = L/240 in 0.39 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 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 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 – LC #3 = D + 0.75(L + S) Support 2 – LC #3 = D + 0.75(L + S) D=dead L=live 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 = 1277, V design = 1038 lbs; M(+) = 2147 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" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2018)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 58 of 60 FF1 Aug.16,202210:08 Design Check CalculationSheet 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 Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 8.083' 8.042'0' Unfactored: Dead 76 76 Live 214 214 Factored: Total 290 290 Bearing: Capacity Joist 304 304 Support 586 586 Des ratio Joist 0.96 0.96 Support 0.50 0.50 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 1.25 1.25 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports FF1 Lumber-soft, Hem-Fir, No.2,2x10(1-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Floorjoistspacedat16.0"c/c; Totallength:8.06';Clearspan:8.0';Volume = 0.8cu.ft. Lateralsupport: top = continuous,bottom = atsupports;Repetitivefactor:appliedwherepermitted(refer toonlinehelp); ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 25 Fv' = 150 psi fv/Fv' = 0.17 Bending(+) fb = 327 Fb' = 1075 psi fb/Fb' = 0.30 Live Defl'n 0.04 = < L/999 0.27 = L/360 in 0.15 Total Defl'n 0.06 = < L/999 0.40 = L/240 in 0.15 Additional Data: 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 CRITICALLOADCOMBINATIONS: 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 = 290, V design = 233 lbs; M(+) = 584 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" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2018)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 59 of 60 FF2 Aug.16,202210:44 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(8.00') psf Load2 Live Full Area Yes 40.00(8.00') psf Load3 Dead Partial Area No 4.83 10.70 12.00(8.00') psf Load4 Live Partial Area Yes 4.83 10.70 40.00(8.00') psf Load5 Dead Point No 4.83 380 lbs Load6 Live Point Yes 4.83 1215 lbs Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 1.33'6' 10.702' 10.67'0' Unfactored: Dead 383 1303 343 Live 1389 4276 1323 Factored: Total 1772 5579 1666 Bearing: Capacity Beam 2421 5859 1666 Support 1772 5579 1844 Des ratio Beam 0.73 0.95 1.00 Support 1.00 1.00 0.90 Load comb #5 #8 #7 Length 0.73 2.30 0.76 Min req'd 0.73** 2.30** 0.76 Cb 1.51 1.16 1.00 Cb min 1.51 1.16 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. FF2 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:10.69';Clearspan:1.313',4.563',4.563';Volume = 1.9cu.ft. Lateralsupport: top = continuous,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 150 Fv' = 180 psi fv/Fv' = 0.84 Bending(+) fb = 648 Fb' = 1170 psi fb/Fb' = 0.55 Bending(-) fb = 945 Fb' = 1155 psi fb/Fb' = 0.82 Deflection: Interior Live 0.03 = < L/999 0.16 = L/360 in 0.18 Total 0.03 = < L/999 0.23 = L/240 in 0.15 Cantil. Live -0.02 = L/688 0.09 = L/180 in 0.26 Total -0.03 = L/589 0.13 = L/120 in 0.20 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 8 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 7 Fb'- 900 1.00 1.00 1.00 0.987 1.300 - 1.00 1.00 1.00 8 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 7 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 7 CRITICALLOADCOMBINATIONS: Shear : LC #8 = D + L (pattern: _LL) Bending(+): LC #7 = D + L (pattern: L_L) Bending(-): LC #8 = D + L (pattern: _LL) Deflection: LC #7 = D + L (pattern: L_L) (live) LC #7 = D + L (pattern: L_L) (total) Bearing : Support 1 – LC #5 = D + L (pattern: LL_) Support 2 – LC #8 = D + L (pattern: _LL) Support 3 – LC #7 = D + L (pattern: L_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 = 3105, V design = 2544 lbs; M(+) = 1656 lbs-ft; M(-) = 2416 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 = 10.69' Le = 17.19' RB = 11.0; Lu based on full span 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. 5. Thecriticaldeflectionvaluehasbeendeterminedusingmaximumback-spandeflection.Cantileverdeflectionsdonotgoverndesign. 60 of 60