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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 NOV. 1, 2022 5/30/2023 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 37 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)shear-1441.wsw May26,202314:22:06 -10'-5'0'5'10'15'20'25'30'35' -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 37 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)shear-1441.wsw May26,202314:22:06 -10'-5'0'5'10'15'20'25'30'35' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' C-1 A-1 Segmented Perforated Force-transfer Non-shearwall Aspectfactor Orange=Selectedwall(s) Level2of 2 4 of 37 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls2019(Update3) shear-1441.wsw May.26,202314:22:26 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 0.188s 0.188s ApproximateTa 0.188s 0.188s Maximum T 0.263s 0.263s 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 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 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 =22.75 36.00 South Gable 90.0 1.00 RidgeXLocation,Offset 11.38 0.00 East Side 26.6 1.00 RidgeElevation,Height 25.53 5.70 West Side 26.6 1.00 Block 2 1 Story N-S Ridge LocationX,Y =0.00 34.00 North Gable 90.0 1.00 ExtentX,Y =22.75 16.00 South Gable 90.0 1.00 RidgeXLocation,Offset 11.38 0.00 East Side 26.6 1.00 RidgeElevation,Height 17.53 5.70 West Side 26.6 1.00 2 6 of 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply OrGvtv Size Type Df Eg Fd Bk Notes inin lbs/in inin 1 1 Structuralsheath 24/16 7/16 -3 Horz 27000 8d Nail N 4 12 Y 1,2,3 2 Ext Structuralsheath 24/16 7/16 -3 Horz 27000 8d Nail N 6 12 Y 1,3 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 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 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 2 0.00 -2.00 34.00 36.00 28.00 - 8.00 Wall 1-1 Seg2 0.00 -2.00 34.00 36.00 28.00 - - Segment 1 ---2.00 13.75 15.75 - 0.51 - Opening 1 --13.75 17.75 4.00 - - 6.00 Segment 2 --17.75 26.00 8.25 - 0.97 - Opening 2 --26.00 30.00 4.00 - - 6.00 Segment 3 --30.00 34.00 4.00 - 2.00 - Level 1 Line 1 2 0.00 1.00 50.00 49.00 40.00 - 8.00 Wall 1-1 Seg2 0.00 1.00 50.00 49.00 40.00 - - Segment 1 -- 1.00 10.75 9.75 - 0.82 - Opening 1 --10.75 16.75 6.00 - - 6.00 Segment 2 --16.75 23.25 6.50 - 1.23 - Opening 2 --23.25 26.25 3.00 - - 6.00 Segment 3 --26.25 50.00 23.75 - 0.34 - Line 2 Level 1 Line 2 NSW 15.25 1.00 5.00 4.00 0.00 - 8.00 Wall 2-1 NSW 15.25 1.00 5.00 4.00 0.00 1.00 - Line 3 Level 2 Line 3 2 22.75 -2.00 34.00 36.00 26.50 - 8.00 Wall 3-1 Seg2 22.75 -2.00 34.00 36.00 26.50 - - Segment 1 ---2.00 10.25 12.25 - 0.65 - Opening 1 --10.25 19.75 9.50 - - 6.00 Segment 2 --19.75 34.00 14.25 - 0.56 - Level 1 Line 3 2 22.75 5.00 50.00 45.00 28.25 - 8.00 Wall 3-1 Seg2 22.75 5.00 50.00 45.00 28.25 - - Segment 1 -- 5.00 5.00 0.00 - - - Opening 1 -- 5.00 19.75 14.75 - - 6.00 Segment 2 --19.75 24.25 4.50 - 1.78 - Opening 2 --24.25 26.25 2.00 - - 6.00 Segment 3 --26.25 50.00 23.75 - 0.34 - 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 2 -2.00 0.00 22.75 22.75 15.75 - 8.00 Wall A-1 Seg2 -2.00 0.00 22.75 22.75 15.75 - - Segment 1 -- 0.00 5.25 5.25 - 1.52 - Opening 1 -- 5.25 10.25 5.00 - - 6.00 Segment 2 --10.25 16.00 5.75 - 1.39 - Opening 2 --16.00 18.00 2.00 - - 6.00 Segment 3 --18.00 22.75 4.75 - 1.68 - Level 1 Line A 1 1.00 0.00 15.25 15.25 8.75 - 8.00 Wall A-1 Seg1 1.00 0.00 15.25 15.25 8.75 - - Segment 1 -- 0.00 4.50 4.50 - 1.78 - Opening 1 -- 4.50 11.00 6.50 - - 6.00 Segment 2 --11.00 15.25 4.25 - 1.88 - Line B Level 1 Line B NSW 5.00 15.25 22.75 7.50 0.00 - 8.00 Wall B-1 NSW 5.00 15.25 22.75 7.50 0.00 1.00 - Line C Level 2 Line C Seg2 34.00 0.00 22.75 22.75 22.75 - 8.00 Wall C-1 Seg2 34.00 0.00 22.75 22.75 22.75 0.35 - Level 1 Line C Seg1 30.00 0.00 22.75 22.75 10.75 - 8.00 Wall C-1 Seg1 30.00 0.75 11.50 10.75 10.75 0.74 - Line D Level 1 Line D 2 50.00 0.00 22.75 22.75 6.50 - 8.00 Wall D-1 Seg2 50.00 0.00 22.75 22.75 6.50 - - Segment 1 --0.00 3.25 3.25 -2.46 - 4 8 of 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Opening 1 --3.25 19.50 16.25 --7.00 Segment 2 --19.50 22.75 3.25 - 2.46 - 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 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 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-3.0035.0024.8 Block 1 WRoof 1W->EWind Line-3.0035.005.8 Block 1 WWall MinW->EWind Line-2.0034.0032.0 Block 1 WWall 1W->EWind Line-2.0034.0043.2 Block 1 ERoof 1W->ELee Line-3.0035.0053.8 Block 1 ERoof MinW->ELee Line-3.0035.0024.8 Block 1 EWall MinW->ELee Line-2.0034.0032.0 Block 1 EWall 1W->ELee Line-2.0034.0029.0 Block 1 WRoof MinE->WLee Line-3.0035.0024.8 Block 1 WRoof 1E->WLee Line-3.0035.0053.8 Block 1 WWall 1E->WLee Line-2.0034.0029.0 Block 1 WWall MinE->WLee Line-2.0034.0032.0 Block 1 ERoof MinE->WWind Line-3.0035.0024.8 Block 1 ERoof 1E->WWind Line-3.0035.005.8 Block 1 EWall 1E->WWind Line-2.0034.0043.2 Block 1 EWall MinE->WWind Line-2.0034.0032.0 Block 1 SL Gable MinS->NWind Line0.0011.380.045.6 Block 1 SWall MinS->NWind Line0.0022.7532.0 Block 1 SWall 1S->NWind Line0.0022.7543.2 Block 1 SL Gable 1S->NWind Line0.0011.380.065.1 Block 1 SR Gable 1S->NWind Line11.3822.7565.10.0 Block 1 SR Gable MinS->NWind Line11.3822.7545.60.0 Block 1 NWall 1S->NLee Line0.0022.7522.2 Block 1 NL Gable MinS->NLee Line0.0011.380.045.6 Block 1 NWall MinS->NLee Line0.0022.7532.0 Block 1 NL Gable 1S->NLee Line0.0011.380.031.6 Block 1 NR Gable MinS->NLee Line11.3822.7545.60.0 Block 1 NR Gable 1S->NLee Line11.3822.7531.60.0 Block 1 SL Gable 1N->SLee Line0.0011.380.031.6 Block 1 SL Gable MinN->SLee Line0.0011.380.045.6 Block 1 SWall MinN->SLee Line0.0022.7532.0 Block 1 SWall 1N->SLee Line0.0022.7522.2 Block 1 SR Gable MinN->SLee Line11.3822.7545.60.0 Block 1 SR Gable 1N->SLee Line11.3822.7531.60.0 Block 1 NL Gable MinN->SWind Line0.0011.380.045.6 Block 1 NL Gable 1N->SWind Line0.0011.380.065.1 Block 1 NWall 1N->SWind Line0.0022.7543.2 Block 1 NWall MinN->SWind Line0.0022.7532.0 Block 1 NR Gable MinN->SWind Line11.3822.7545.60.0 Block 1 NR Gable 1N->SWind Line11.3822.7565.10.0 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 34.00 32.0 Block 1 WWall 1W->EWind Line-2.0034.0041.2 Block 1 WWall MinW->EWind Line1.0050.0040.0 Block 1 WWall 1W->EWind Line1.0050.0051.4 Block 1 EWall MinW->ELee Line-2.0034.0032.0 Block 1 EWall 1W->ELee Line-2.0034.0029.0 Block 1 EWall MinW->ELee Line1.005.00 40.0 Block 1 EWall 1W->ELee Line1.005.00 36.2 Block 1 EWall MinW->ELee Line5.0050.0040.0 Block 1 EWall 1W->ELee Line5.0050.0036.2 Block 1 WWall MinE->WLee Line-2.0034.0032.0 Block 1 WWall 1E->WLee Line-2.0034.0029.0 Block 1 WWall 1E->WLee Line1.0050.0036.2 Block 1 WWall MinE->WLee Line1.0050.0040.0 Block 1 EWall MinE->WWind Line-2.0034.0032.0 Block 1 EWall 1E->WWind Line-2.0034.0041.2 Block 1 EWall MinE->WWind Line1.005.00 40.0 Block 1 EWall 1E->WWind Line1.005.00 51.4 Block 1 EWall 1E->WWind Line5.0050.0051.4 Block 1 EWall MinE->WWind Line5.0050.0040.0 Block 1 SWall MinS->NWind Line0.0015.2540.0 Block 1 SWall 1S->NWind Line0.0015.2551.4 Block 1 SWall 1S->NWind Line0.0022.7541.2 Block 1 SWall MinS->NWind Line0.0022.7532.0 Block 1 S Wall Min S->N Wind Line 15.25 22.75 40.0 6 10 of 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 S Wall 1 S->N Wind Line 15.25 22.75 51.4 Block 1 NWall 1S->NLee Line0.0022.7522.2 Block 1 NWall 1S->NLee Line0.0022.7527.8 Block 1 NWall MinS->NLee Line0.0022.7532.0 Block 1 NWall MinS->NLee Line0.0022.7540.0 Block 1 SWall MinN->SLee Line0.0022.7532.0 Block 1 SWall MinN->SLee Line0.0015.2540.0 Block 1 SWall 1N->SLee Line0.0022.7522.2 Block 1 SWall 1N->SLee Line0.0015.2527.8 Block 1 SWall MinN->SLee Line15.2522.7540.0 Block 1 SWall 1N->SLee Line15.2522.7527.8 Block 1 NWall MinN->SWind Line0.0022.7540.0 Block 1 NWall 1N->SWind Line0.0022.7541.2 Block 1 NWall MinN->SWind Line0.0022.7532.0 Block 1 NWall 1N->SWind Line0.0022.7551.4 Block 2 WRoof MinW->EWind Line33.0051.0024.8 Block 2 WRoof 1W->EWind Line33.0051.0012.8 Block 2 ERoof MinW->ELee Line33.0051.0024.8 Block 2 ERoof 1W->ELee Line33.0051.0047.8 Block 2 WRoof MinE->WLee Line33.0051.0024.8 Block 2 WRoof 1E->WLee Line33.0051.0047.8 Block 2 ERoof MinE->WWind Line33.0051.0024.8 Block 2 ERoof 1E->WWind Line33.0051.0012.8 Block 2 SL Gable MinS->NWind Line0.0011.380.045.6 Block 2 SL Gable 1S->NWind Line0.0011.380.058.8 Block 2 SR Gable MinS->NWind Line11.3722.7545.60.0 Block 2 SR Gable 1S->NWind Line11.3722.7558.80.0 Block 2 NL Gable 1S->NLee Line0.0011.380.036.6 Block 2 NL Gable MinS->NLee Line0.0011.380.045.6 Block 2 NR Gable 1S->NLee Line11.3722.7536.60.0 Block 2 NR Gable MinS->NLee Line11.3722.7545.60.0 Block 2 SL Gable 1N->SLee Line0.0011.380.036.6 Block 2 SL Gable MinN->SLee Line0.0011.380.045.6 Block 2 SR Gable 1N->SLee Line11.3722.7536.60.0 Block 2 SR Gable MinN->SLee Line11.3722.7545.60.0 Block 2 NL Gable MinN->SWind Line0.0011.380.045.6 Block 2 NL Gable 1N->SWind Line0.0011.380.058.8 Block 2 NR Gable 1N->SWind Line11.3722.7558.80.0 Block 2 NR Gable MinN->SWind Line11.3722.7545.60.0 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 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 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 35.00 185.6 185.6 E-WRoof Block 13 Line-3.00 35.00 185.6 185.6 N-SRoof Block 1A Line-1.00 23.75 285.0 285.0 N-SRoof Block 1 Line-1.00 23.75 285.0 285.0 N-SL Gable Block 1A Line0.00 11.38 57.0 0.0 N-SR Gable Block 1A Line11.38 22.75 0.0 57.0 N-SR Gable Block 1 Line0.00 11.38 57.0 0.0 N-SL Gable Block 1 Line11.38 22.75 0.0 57.0 BothWall 1-1 n/a1Line-2.00 34.00 40.0 40.0 BothWall 3-1 n/a3Line-2.00 34.00 40.0 40.0 BothWall A-1 n/aALine0.00 22.75 40.0 40.0 BothWall C-1 n/a Line0.00 22.75 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 Line33.00 51.00 185.6 185.6 E-WRoof Block 23 Line33.00 51.00 185.6 185.6 BothWall 1-1 n/a1Line-2.00 34.00 40.0 40.0 E-WFloor F1 n/a1Line1.00 5.00 91.5 91.5 E-WFloor F2 n/a1Line5.00 50.00 136.5 136.5 E-WFloor F1 n/a2Line1.00 5.00 91.5 91.5 BothWall 3-1 n/a3Line-2.00 34.00 40.0 40.0 E-WFloor F2 n/a3Line5.00 50.00 136.5 136.5 N-SRoof Block 2 Line-1.00 23.75 135.0 135.0 N-SRoof Block 2D Line-1.00 23.75 135.0 135.0 N-SL Gable Block 2 Line0.00 11.38 57.0 0.0 N-SR Gable Block 2 Line11.38 22.75 0.0 57.0 N-SR Gable Block 2D Line0.00 11.38 57.0 0.0 N-SL Gable Block 2D Line11.38 22.75 0.0 57.0 BothWall A-1 n/aALine0.00 22.75 40.0 40.0 N-SFloor F1 n/a Line0.00 15.25 294.0 294.0 N-SFloor F2 n/aBLine15.25 22.75 270.0 270.0 BothWall C-1 n/a Line0.00 22.75 40.0 40.0 N-SFloor F1 n/aDLine0.00 15.25 294.0 294.0 N-SFloor F2 n/aDLine15.25 22.75 270.0 270.0 BothWall 1-1 n/a1Line1.00 50.00 40.0 40.0 BothWall 2-1 n/a2Line1.00 5.00 40.0 40.0 BothWall 3-1 n/a3Line5.00 50.00 40.0 40.0 BothWall A-1 n/a Line0.00 15.25 40.0 40.0 BothWall B-1 n/aBLine15.25 22.75 40.0 40.0 BothWall C-1 n/aCLine0.75 11.50 24.0 24.0 BothWall D-1 n/aDLine0.00 22.75 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 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-WLine-3.00 -2.00 80.2 80.2 E-WPoint-2.00 -2.00 337 337 E-WLine-2.00 34.00 97.5 97.5 E-WPoint34.00 34.00 337 337 E-WLine34.00 35.00 80.2 80.2 N-SLine-1.00 0.00 123.2 123.2 N-SPoint 0.00 0.00 311 311 N-SLine 0.00 11.38 140.4 165.1 N-SLine11.38 22.75 165.1 140.4 N-SPoint22.75 22.75 311 311 N-SLine22.75 23.75 123.2 123.2 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-WPoint-2.00 -2.00 104 104 E-WLine-2.00 1.00 9.2 9.2 E-WPoint1.00 1.00 70 70 E-WLine 1.00 5.00 39.2 39.2 E-WPoint5.00 5.00 34 34 E-WLine 5.00 33.00 49.5 49.5 E-WPoint30.00 30.00 30 30 E-WLine33.00 34.00 92.0 92.0 E-WPoint34.00 34.00 178 178 E-WLine34.00 50.00 82.8 82.8 E-WPoint50.00 50.00 178 178 E-WLine50.00 51.00 42.5 42.5 N-SLine-1.00 0.00 30.9 30.9 N-SPoint0.00 0.00 389 389 N-SLine 0.00 0.75 116.4 117.3 N-SLine 0.75 11.38 120.0 132.2 N-SLine11.38 11.50 132.2 132.1 N-SLine11.50 15.25 129.3 125.0 N-SPoint15.25 15.25 18 18 N-SLine15.25 22.75 119.5 111.0 N-SPoint22.75 22.75 371 371 N-SLine22.75 23.75 30.9 30.9 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 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 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 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 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 - - 777 - - - 339 - - 9479 - Wall1-12Both - - 777 -1.0 - 339 - - 9479 - Seg. 1- Both 27.70.0437 -1.0 - 339 -3395332 0.08 Seg. 2- Both 27.70.0229 -1.0 - 339 -3392793 0.08 Seg. 3- Both 27.70.0111 -1.0 - 339 -3391354 0.08 Level 1 Ln1,Lev1- Both - - 2076 - - - 339 - - 13541 - Wall1-12Both - - 2076 -1.0 - 339 - - 13541 - Seg. 1- Both 51.90.0506 -1.0 - 339 -3393301 0.15 Seg. 2- Both 51.90.0337 -1.0 - 339 -3392200 0.15 Seg. 3- Both 51.90.01233 -1.0 - 339 -3398040 0.15 Line 3 Level 2 Ln3,Lev2- Both - - 777 - - - 339 - - 8971 - Wall3-12Both - - 777 -1.0 - 339 - - 8971 - Seg. 1- Both 29.30.0359 -1.0 - 339 -3394147 0.09 Seg. 2- Both 29.30.0418 -1.0 - 339 -3394824 0.09 Level 1 Ln3,Lev1- Both - - 2076 - - - 339 - - 9563 - Wall3-12Both - - 2076 -1.0 - 339 - - 9563 - Seg. 1- Both 0.00.00 -1.0 - 339 -339 - - Seg. 2- Both 73.50.0331 -1.0 - 339 -3391523 0.22 Seg. 3- Both 73.50.01745 -1.0 - 339 -3398040 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 - - 1459 - - - 339 - - 5332 - WallA-12Both - - 1459 -1.0 - 339 - - 5332 - Seg. 1- Both 92.70.0486 -1.0 - 339 -3391777 0.27 Seg. 2- Both 92.70.0533 -1.0 - 339 -3391946 0.27 Seg. 3- Both 92.70.0440 -1.0 - 339 -3391608 0.27 Level 1 LnA,Lev1- Both - - 2959 - - - 495 - - 4329 - WallA-11Both - - 2959 -1.0 - 495 - - 4329 - Seg. 1- Both338.10.01522 -1.0 - 495 -4952226 0.68 Seg. 2- Both338.10.01437 -1.0 - 495 -4952103 0.68 Line C Level 2 LnC,Lev22Both 64.1 - 1459 -1.0 - 339 -3397701 0.19 Level 1 LnC,Lev1- Both - - 3773 - - - 495 - - 5319 - WallC-11^Both350.9 - 3773 -1.0 - 495 -4955319 0.71 Line D LnD,Lev1- Both - - 935 - - - 339 - - 1788 - WallD-12Both - - 935 -1.0 - 339 - - 1788 - Seg. 1- Both143.80.0467 -.81 - 275 -275894 0.52 Seg. 2- Both143.80.0467 -.81 - 275 -275894 0.52 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 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 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 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 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 1 226 226 Refer to upper level 1-1L End0.00 1.13 1 426 426 LIMIT w/o1500 0.28 1-1L Op 10.00 10.63 1 544 544 LIMIT w/o1500 0.36 1-1R Op 10.00 16.88 1 324 324 LIMIT w/o1500 0.22 V Elem0.00 17.87 1 229 229 Refer to upper level 1-1L Op 20.00 23.13 1 460 460 LIMIT w/o1500 0.31 1-1R Op 20.00 26.38 1 219 219 LIMIT w/o1500 0.15 V Elem0.00 30.13 1 237 237 Refer to upper level V Elem0.00 33.87 1 237 237 Refer to upper level 1-1R End0.00 49.88 1 420 420 LIMIT w/o1500 0.28 Line 3 V Elem22.75 -1.87 1 239 239 Refer to upper level V Elem22.75 4.88 1 156 156 Refer to upper level 3-1R Op 122.75 19.88 1 778 778 LIMIT w/o1500 0.52 3-1L Op 222.75 24.13 1 622 622 LIMIT w/o1500 0.41 3-1R Op 222.75 26.38 1 594 594 LIMIT w/o1500 0.40 V Elem22.75 33.87 1 239 239 Refer to upper level 3-1R End22.75 49.88 1 594 594 LIMIT w/o1500 0.40 Line A A-1L End0.12 1.00 1 3770 3770 STHD14 (8"3815 0.99 A-1L Op 14.38 1.00 1 2864 2864 STHD14 (8"3815 0.75 V Elem5.13 -2.00 1 906 906 Refer to upper level V Elem10.38 -2.00 1 1233 1233 Refer to upper level A-1R Op 111.13 1.00 1 2874 2874 STHD14 (8"3815 0.75 A-1R End15.13 1.00 1 2874 2874 STHD14 (8"3815 0.75 V Elem15.88 -2.00 1 1233 1233 Refer to upper level V Elem18.13 -2.00 1 899 899 Refer to upper level V Elem22.63 -2.00 1 899 899 Refer to upper level Line C V Elem0.12 34.00 1 706 706 Refer to upper level C-1L End0.88 30.00 1 2874 2874 STHD14 (8"3815 0.75 C-1R End11.38 30.00 1 2874 2874 STHD14 (8"3815 0.75 V Elem22.63 34.00 1 706 706 Refer to upper level Line D D-1L End0.12 50.00 1 1529 1529 STHD14 (8"3815 0.40 D-1L Op 13.13 50.00 1 1529 1529 STHD14 (8"3815 0.40 D-1R Op 119.63 50.00 1 1529 1529 STHD14 (8"3815 0.40 D-1R End22.63 50.00 1 1529 1529 STHD14 (8"3815 0.40 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 1 226 226 LIMIT w/o1500 0.15 1-1L Op 10.00 13.63 1 226 226 LIMIT w/o1500 0.15 1-1R Op 10.00 17.87 1 229 229 LIMIT w/o1500 0.15 1-1L Op 20.00 25.88 1 229 229 LIMIT w/o1500 0.15 1-1R Op 20.00 30.13 1 237 237 LIMIT w/o1500 0.16 1-1R End0.00 33.87 1 237 237 LIMIT w/o1500 0.16 Line 3 3-1L End22.75 -1.87 1 239 239 LIMIT w/o1500 0.16 3-1L Op 122.75 10.13 1 239 239 LIMIT w/o1500 0.16 3-1R Op 122.75 19.88 1 239 239 LIMIT w/o1500 0.16 3-1R End22.75 33.87 1 239 239 LIMIT w/o1500 0.16 Line A A-1L End0.12 -2.00 1 906 906 LIMIT w/o1500 0.60 A-1L Op 15.13 -2.00 1 906 906 LIMIT w/o1500 0.60 A-1R Op 110.38 -2.00 1 1233 1233 LIMIT w/o1500 0.82 A-1L Op 215.88 -2.00 1 1233 1233 LIMIT w/o1500 0.82 A-1R Op 218.13 -2.00 1 899 899 LIMIT w/o1500 0.60 A-1R End22.63 -2.00 1 899 899 LIMIT w/o1500 0.60 Line C C-1L End0.12 34.00 1 706 706 LIMIT w/o1500 0.47 C-1R End22.63 34.00 1 706 706 LIMIT w/o1500 0.47 Legend: Line-Wall: Atwall oropening–Shearline and wallnumberAtverticalelement-Shearline Posit'n-Position of stud thathold-down isattached to: 13 17 of 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 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 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 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 0.0010.751 93-93 1-1Right Opening 1 0.0016.751 -161161 1-1Left Opening 2 0.0023.251 -9999 1-1Right Opening 2 0.0026.251 -226226 Line 3 3-1Right Opening 1 22.7519.751 -680680 3-1Left Opening 2 22.7524.251 -557557 3-1Right Opening 2 22.7526.251 -650650 Line A A-1Left Opening 1 4.501.001 649-649 A-1Right Opening 1 11.001.001 -613613 Line C C-1Left Wall End 0.7530.001 -124124 C-1Right Wall End 11.5030.001 1866-1866 Line D D-1Left Opening 1 3.2550.001 334-334 D-1Right Opening 1 19.5050.001 -334334 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 0.0013.751 97-97 1-1Right Opening 1 0.0017.751 11-11 1-1Left Opening 2 0.0026.001 62-62 1-1Right Opening 2 0.0030.001 -2525 Line 3 3-1Left Opening 1 22.7510.251 95-95 3-1Right Opening 1 22.7519.751 -110110 Line A A-1Left Opening 1 5.25-2.001 150-150 A-1Right Opening 1 10.25-2.001 -171171 A-1Left Opening 2 16.00-2.001 -77 A-1Right Opening 2 18.00-2.001 -135135 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 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 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 20103 819.0 4344 4344 3400 3400 3400 3400 1 31693 1084.8 3625 3625 5360 5360 5360 5360 All 51797 -7969 7969 - - - - 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 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 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 - - 1520 - - - 242 - - 6770 - Wall1-12Both - - 1520 -1.0 - 242 - - 6770 - Seg. 1- Both 54.30.0855 -1.0 - 242 -2423808 0.22 Seg. 2- Both 54.30.0448 -1.0 - 242 -2421995 0.22 Seg. 3- Both 54.30.0217 -1.0 - 242 -242967 0.22 Level 1 Ln1,Lev1- Both - - 2808 - - - 242 - - 9672 - Wall1-12Both - - 2808 -1.0 - 242 - - 9672 - Seg. 1- Both 70.20.0684 -1.0 - 242 -2422358 0.29 Seg. 2- Both 70.20.0456 -1.0 - 242 -2421572 0.29 Seg. 3- Both 70.20.01667 -1.0 - 242 -2425743 0.29 Line 3 Level 2 Ln3,Lev2- Both - - 1520 - - - 242 - - 6408 - Wall3-12Both - - 1520 -1.0 - 242 - - 6408 - Seg. 1- Both 57.40.0703 -1.0 - 242 -2422962 0.24 Seg. 2- Both 57.40.0817 -1.0 - 242 -2423446 0.24 Level 1 Ln3,Lev1- Both - - 2770 - - - 242 - - 6831 - Wall3-12Both - - 2770 -1.0 - 242 - - 6831 - Seg. 1- Both 0.00.00 -1.0 - 242 -242 - - Seg. 2- Both 98.10.0441 -1.0 - 242 -2421088 0.41 Seg. 3- Both 98.10.02329 -1.0 - 242 -2425743 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 - - 1520 - - - 242 - - 3808 - WallA-12Both - - 1520 -1.0 - 242 - - 3808 - Seg. 1- Both 96.50.0507 -1.0 - 242 -2421269 0.40 Seg. 2- Both 96.50.0555 -1.0 - 242 -2421390 0.40 Seg. 3- Both 96.50.0458 -1.0 - 242 -2421149 0.40 Level 1 LnA,Lev1- Both - - 2158 - - - 353 - - 3092 - WallA-11Both - - 2158 -1.0 - 353 - - 3092 - Seg. 1- Both246.60.01110 -1.0 - 353 -3531590 0.70 Seg. 2- Both246.60.01048 -1.0 - 353 -3531502 0.70 Line C Level 2 LnC,Lev22Both 66.8 - 1520 -1.0 - 242 -2425501 0.28 Level 1 LnC,Lev1- Both - - 2665 - - - 353 - - 3799 - WallC-11Both247.9 - 2665 -1.0 - 353 -3533799 0.70 Line D LnD,Lev1- Both - - 755 - - - 242 - - 1277 - WallD-12^Both - - 755 -1.0 - 242 - - 1277 - Seg. 1- Both116.20.0378 -.81 - 196 -196639 0.59 Seg. 2- Both116.20.0378 -.81 - 196 -196639 0.59 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 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 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 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 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 -1.87 441 441 Refer to upper level 1-1L End0.00 1.13 576 576 LIMIT w/o 1500 0.38 1-1L Op 10.00 10.63 806 806 LIMIT w/o 1500 0.54 1-1R Op 10.00 16.88 373 373 LIMIT w/o 1500 0.25 V Elem0.00 17.87 448 448 Refer to upper level 1-1L Op 20.00 23.13 640 640 LIMIT w/o 1500 0.43 1-1R Op 20.00 26.38 176 176 LIMIT w/o 1500 0.12 V Elem0.00 30.13 463 463 Refer to upper level V Elem0.00 33.87 463 463 Refer to upper level 1-1R End0.00 49.88 568 568 LIMIT w/o 1500 0.38 Line 3 V Elem22.75 -1.87 468 468 Refer to upper level V Elem22.75 4.88 306 306 Refer to upper level 3-1R Op 122.75 19.88 1135 1135 LIMIT w/o 1500 0.76 3-1L Op 222.75 24.13 831 831 LIMIT w/o 1500 0.55 3-1R Op 222.75 26.38 793 793 LIMIT w/o 1500 0.53 V Elem22.75 33.87 467 467 Refer to upper level 3-1R End22.75 49.88 793 793 LIMIT w/o 1500 0.53 Line A A-1L End0.12 1.00 3033 3033 STHD14 (8"3815 0.80 A-1L Op 14.38 1.00 2089 2089 STHD14 (8"3815 0.55 V Elem5.13 -2.00 944 944 Refer to upper level V Elem10.38 -2.00 1284 1284 Refer to upper level A-1R Op 111.13 1.00 2096 2096 STHD14 (8"3815 0.55 A-1R End15.13 1.00 2096 2096 STHD14 (8"3815 0.55 V Elem15.88 -2.00 1284 1284 Refer to upper level V Elem18.13 -2.00 936 936 Refer to upper level V Elem22.63 -2.00 936 936 Refer to upper level Line C V Elem0.12 34.00 735 735 Refer to upper level C-1L End0.88 30.00 2031 2031 STHD14 (8"3815 0.53 C-1R End11.38 30.00 2031 2031 STHD14 (8"3815 0.53 V Elem22.63 34.00 735 735 Refer to upper level Line D D-1L End0.12 50.00 1235 1235 STHD14 (8"3815 0.32 D-1L Op 13.13 50.00 1235 1235 STHD14 (8"3815 0.32 D-1R Op 119.63 50.00 1235 1235 STHD14 (8"3815 0.32 D-1R End22.63 50.00 1235 1235 STHD14 (8"3815 0.32 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 -1.87 441 441 LIMIT w/o 1500 0.29 1-1L Op 10.00 13.63 441 441 LIMIT w/o 1500 0.29 1-1R Op 10.00 17.87 448 448 LIMIT w/o 1500 0.30 1-1L Op 20.00 25.88 448 448 LIMIT w/o 1500 0.30 1-1R Op 20.00 30.13 463 463 LIMIT w/o 1500 0.31 1-1R End0.00 33.87 463 463 LIMIT w/o 1500 0.31 Line 3 3-1L End22.75 -1.87 468 468 LIMIT w/o 1500 0.31 3-1L Op 122.75 10.13 468 468 LIMIT w/o 1500 0.31 3-1R Op 122.75 19.88 467 467 LIMIT w/o 1500 0.31 3-1R End22.75 33.87 467 467 LIMIT w/o 1500 0.31 Line A A-1L End0.12 -2.00 944 944 LIMIT w/o 1500 0.63 A-1L Op 15.13 -2.00 944 944 LIMIT w/o 1500 0.63 A-1R Op 110.38 -2.00 1284 1284 LIMIT w/o 1500 0.86 A-1L Op 215.88 -2.00 1284 1284 LIMIT w/o 1500 0.86 A-1R Op 218.13 -2.00 936 936 LIMIT w/o 1500 0.62 A-1R End22.63 -2.00 936 936 LIMIT w/o 1500 0.62 Line C C-1L End0.12 34.00 735 735 LIMIT w/o 1500 0.49 C-1R End22.63 34.00 735 735 LIMIT w/o 1500 0.49 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement-Shearline 19 23 of 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 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 37 WoodWorks®Shearwalls shear- 1441.wsw May. 26, 2023 14:22:26 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 42404240 1-1Left Opening 1 0.0010.75 190-190 1-1Right Opening 1 0.0016.75 -329329 1-1Left Opening 2 0.0023.25 -203203 1-1Right Opening 2 0.0026.25 -462462 Line 3 Shearline force 41614161 3-1Right Opening 1 22.7519.75 -13641364 3-1Left Opening 2 22.7524.25 -11171117 3-1Right Opening 2 22.7526.25 -13021302 Line A Shearline force 28672867 A-1Left Opening 1 4.501.00 628-628 A-1Right Opening 1 11.001.00 -593593 Line C Shearline force 39393939 C-1Left Wall End 0.7530.00 -130130 C-1Right Wall End 11.5030.00 1948-1948 Line D Shearline force 15951595 D-1Left Opening 1 3.2550.00 570-570 D-1Right Opening 1 19.5050.00 -570570 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 17001700 1-1Left Opening 1 0.0013.75 212-212 1-1Right Opening 1 0.0017.75 24-24 1-1Left Opening 2 0.0026.00 135-135 1-1Right Opening 2 0.0030.00 -5454 Line 3 Shearline force 17001700 3-1Left Opening 1 22.7510.25 207-207 3-1Right Opening 1 22.7519.75 -241241 Line A Shearline force 17001700 A-1Left Opening 1 5.25-2.00 174-174 A-1Right Opening 1 10.25-2.00 -199199 A-1Left Opening 2 16.00-2.00 -88 A-1Right Opening 2 18.00-2.00 -158158 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 37 R1 May26,202314:27 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(12.50') psf Load2 Snow Full Area 25.00(12.50') 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 388 388 Snow 632 632 Factored: Total 1020 1020 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0.93 0.93 Support 0.84 0.84 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 = 61 Fv' = 207 psi fv/Fv' = 0.29 Bending(+) fb = 701 Fb' = 1345 psi fb/Fb' = 0.52 Live Defl'n 0.02 = < L/999 0.13 = L/360 in 0.18 Total Defl'n 0.05 = < L/999 0.20 = L/240 in 0.23 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 CALCULATIONS: V max = 1020, V design = 778 (NDS 3.4.3.1(a)) lbs; M(+) = 1030 lbs-ft EI = 77.64e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 26 of 37 R2 May26,202314:28 DesignCheckCalculation Sheet WoodWorksSizer2023 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 CALCULATIONS: V max = 1040, V design = 939 (NDS 3.4.3.1(a)) lbs; M(+) = 4236 lbs-ft EI = 369.34e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 16.31' Le = 30.00' RB = 16.5 DesignNotes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuilding Code(IBC2021)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. 27 of 37 SF1 May26,202314:30 DesignCheckCalculation Sheet WoodWorksSizer2023 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) : 14.477' 14.405'0' Unfactored: Dead 140 140 Live 384 384 Factored: Total 524 524 Bearing: Capacity Joist 524 524 Support 1012 1012 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.86 0.86 Min req'd 0.86 0.86 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:14.5'; Clear span:14.313';Volume=1.7 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 = 40 Fv' = 150 psi fv/Fv' = 0.27 Bending(+) fb = 716 Fb' = 977 psi fb/Fb' = 0.73 Live Defl'n 0.22 = L/773 0.48 = L/360 in 0.47 Total Defl'n 0.35 = L/499 0.72 = L/240 in 0.48 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 CALCULATIONS: V max = 524, V design = 454 (NDS 3.4.3.1(a)) lbs; M(+) = 1889 lbs-ft EI = 231.37e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" DesignNotes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuilding Code(IBC2021)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. 28 of 37 SF2 May26,202314:44 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.07 1.40 12.00(7.25') psf Load2 Live Partial Area 0.07 1.40 40.00(7.25') psf Load3 Dead Partial Area 0.07 2.24 15.00(12.50') psf Load4 Snow Partial Area 0.07 2.24 25.00(12.50') psf Load5 Dead Point 2.24 388 lbs Load6 Snow Point 2.24 632 lbs Load7 Dead Full UDL 80.0 plf Load8 Dead Partial Area 1.40 3.07 12.00(0.67') psf Load9 Live Partial Area 1.40 3.07 40.00(0.67') psf Load10 Dead Point 1.40 317 lbs Load11 Live Point 1.40 632 lbs Self-weight Dead Full UDL 4.6 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 3.125' 3.062'0' Unfactored: Dead 766 734 Live 661 401 Snow 608 702 Factored: Total 1718 1562 Bearing: Capacity Beam 1718 1562 Support 1902 1729 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #3 #3 Length 0.79 0.71 Min req'd 0.79 0.71 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 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 = 117 Fv' = 207 psi fv/Fv' = 0.57 Bending(+) fb = 1102 Fb' = 1345 psi fb/Fb' = 0.82 Live Defl'n 0.02 = < L/999 0.10 = L/360 in 0.18 Total Defl'n 0.04 = L/892 0.15 = L/240 in 0.27 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 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 CALCULATIONS: V max = 1505, V design = 1505 (NDS 3.4.3.1(a)) lbs; M(+) = 1620 lbs-ft EI = 77.64e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 29 of 37 SF3 May26,202314:44 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(7.25') psf Load2 Live Full Area 40.00(7.25') psf Load3 Dead Partial Area 0.10 3.10 15.00(12.50') psf Load4 Snow Partial Area 0.10 3.10 25.00(12.50') psf Load5 Dead Point 3.10 388 lbs Load6 Snow Point 3.10 632 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) : 6.172' 6.086'0' Unfactored: Dead 1145 869 Live 882 882 Snow 1014 555 Factored: Total 2567 1947 Bearing: Capacity Beam 2567 1947 Support 2842 2156 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #3 #3 Length 1.17 0.89 Min req'd 1.17 0.89 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 = 90 Fv' = 207 psi fv/Fv' = 0.44 Bending(+) fb = 987 Fb' = 1227 psi fb/Fb' = 0.80 Live Defl'n 0.04 = < L/999 0.20 = L/360 in 0.19 Total Defl'n 0.08 = L/860 0.30 = L/240 in 0.28 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 CALCULATIONS: V max = 2567, V design = 1944 (NDS 3.4.3.1(a)) lbs; M(+) = 4106 lbs-ft EI = 369.34e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 6.06' Le = 12.25' RB = 10.5 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 30 of 37 SF4 May26,202314:45 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(11.50') psf Load2 Live Full Area 40.00(11.50') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 4.605' 4.552'0' Unfactored: Dead 328 328 Live 1047 1047 Factored: Total 1375 1375 Bearing: Capacity Beam 1375 1375 Support 1522 1522 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 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 SF4 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:4.63';Clearspan:4.5';Volume = 0.8cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 59 Fv' = 180 psi fv/Fv' = 0.33 Bending(+) fb = 612 Fb' = 1163 psi fb/Fb' = 0.53 Live Defl'n 0.02 = < L/999 0.15 = L/360 in 0.16 Total Defl'n 0.04 = < L/999 0.23 = L/240 in 0.16 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 0.994 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 CALCULATIONS: V max = 1375, V design = 994 (NDS 3.4.3.1(a)) lbs; M(+) = 1565 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 4.56' Le = 9.25' RB = 8.1 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 31 of 37 SF5 May26,202314:46 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(3.00') psf Load2 Live Full Area 40.00(3.00') psf Self-weight Dead Full UDL 7.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 14.835' 14.752'0' Unfactored: Dead 317 317 Live 885 885 Factored: Total 1202 1202 Bearing: Capacity Beam 1202 1202 Support 2087 2087 Des ratio Beam 1.00 1.00 Support 0.58 0.58 Load comb #2 #2 Length 0.99 0.99 Min req'd 0.99 0.99 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.12 1.12 Fcp sup 625 625 SF5 Lumbern-ply, Hem-Fir, No.2,2x12,2-ply(3"x11-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:14.81';Clearspan:14.688';Volume = 3.5cu.ft. Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 46 Fv' = 150 psi fv/Fv' = 0.31 Bending(+) fb = 841 Fb' = 850 psi fb/Fb' = 0.99 Live Defl'n 0.28 = L/640 0.49 = L/360 in 0.56 Total Defl'n 0.42 = L/416 0.74 = L/240 in 0.58 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 - 1.00 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 CALCULATIONS: V max = 1202, V design = 1043 (NDS 3.4.3.1(a)) lbs; M(+) = 4434 lbs-ft EI = 231.37e06 lb-in^2/ply "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)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. 32 of 37 SF6 May26,202315:32 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 12.00(16.0") psf Load2 Live Full Area No 40.00(16.0") psf Load5 Dead Point No 8.69 106 lbs Load4 Dead Point No 8.69 60 lbs Load6 Snow Point Yes 8.69 100 lbs Self-weight Dead Full UDL No 3.5 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 8.688' 4.438'8.667'0' Unfactored: Dead -154 489 Live 11 451 Snow -95 195 Factored: Uplift -250 Total 974 Bearing: Capacity Joist 304 974 Support 586 1440 Des ratio Joist 0.00 1.00 Support 0.00 0.68 Load comb #1 #3 Length 0.50* 1.23 Min req'd 0.50* 1.23 Cb 1.00 1.31 Cb min 1.00 1.31 Cb support 1.25 1.25 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports SF6 Lumber-soft, Hem-Fir, No.2,2x12(1-1/2"x11-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Floorjoistspacedat16.0"c/c; Totallength:8.69';Clearspan:4.375',4.188';Volume = 1.0cu.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 = 36 Fv' = 150 psi fv/Fv' = 0.24 Bending(-) fb = 588 Fb' = 922 psi fb/Fb' = 0.64 Deflection: Interior Live -0.00 = < L/999 0.15 = L/360 in 0.03 Total -0.02 = < L/999 0.22 = L/240 in 0.07 Cantil. Live 0.05 = L/957 0.28 = L/180 in 0.19 Total 0.17 = L/304 0.42 = L/120 in 0.39 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 1.15 1.00 1.00 0.820 1.000 - 1.15 1.00 1.00 3 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L 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 #1 = D only Support 2 – LC #3 = D + 0.75(L + S) Uplift : Support 1 – LC #4 = D + S D=dead L=live S=snow 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 CALCULATIONS: V max = 474, V design = 410 (NDS 3.4.3.1(a)) lbs; M(-) = 1551 lbs-ft EI = 231.37e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(-): Lu = 4.44' Le = 8.31' RB = 22.3 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)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. 33 of 37 SF7 May26,202315:30 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Point 0.92 162 lbs Load2 Live Point 0.92 453 lbs Load3 Dead Point 0.92 317 lbs Load4 Live Point 0.92 885 lbs Load5 Dead Full Area 12.00(1.33') psf Load6 Live Full Area 40.00(1.33') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.106' 5.053'0' Unfactored: Dead 450 140 Live 1238 370 Factored: Total 1688 510 Bearing: Capacity Beam 1688 1094 Support 1869 1211 Des ratio Beam 1.00 0.47 Support 0.90 0.42 Load comb #2 #2 Length 0.77 0.50* Min req'd 0.77 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 SF7 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 = 97 Fv' = 180 psi fv/Fv' = 0.54 Bending(+) fb = 575 Fb' = 1162 psi fb/Fb' = 0.49 Live Defl'n 0.02 = < L/999 0.17 = L/360 in 0.13 Total Defl'n 0.03 = < L/999 0.25 = L/240 in 0.14 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 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 CALCULATIONS: V max = 1688, V design = 1640 (NDS 3.4.3.1(a)) lbs; M(+) = 1469 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 5.06' Le = 10.06' RB = 8.4 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 34 of 37 SF8 May26,202315:41 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 12.00(4.08') psf Load2 Live Full Area Yes 40.00(4.08') psf Load3 Dead Full Area No 15.00(12.50') psf Load4 Snow Full Area Yes 25.00(12.50') psf Load5 Dead Full UDL No 80.0 plf Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 3' 6.792' 6.75'0' Unfactored: Dead 325 1374 478 Live 218 695 264 Snow 366 1332 484 Factored: Total 763 2894 1038 Bearing: Capacity Beam 1094 3435 1094 Support 1211 2894 1211 Des ratio Beam 0.70 0.84 0.95 Support 0.63 1.00 0.86 Load comb #11 #3 #12 Length 0.50* 1.20 0.50* Min req'd 0.50* 1.20** 0.50* Cb 1.00 1.31 1.00 Cb min 1.00 1.31 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. SF8 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.81';Clearspan:2.938',3.688';Volume = 1.2cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 65 Fv' = 207 psi fv/Fv' = 0.31 Bending(+) fb = 310 Fb' = 1331 psi fb/Fb' = 0.23 Bending(-) fb = 393 Fb' = 1331 psi fb/Fb' = 0.29 Live Defl'n 0.01 = < L/999 0.12 = L/360 in 0.04 Total Defl'n 0.01 = < L/999 0.19 = L/240 in 0.06 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 0.990 1.300 - 1.00 1.00 1.00 12 Fb'- 900 1.15 1.00 1.00 0.990 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 12 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 12 CRITICALLOADCOMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #12 = D + 0.75(L + S) (pattern: sX) Bending(-): LC #3 = D + 0.75(L + S) Deflection: LC #12 = (live) LC #12 = (total) Bearing : Support 1 – LC #11 = D + 0.75(L + S) (pattern: Xs) Support 2 – LC #3 = D + 0.75(L + S) Support 3 – LC #12 = D + 0.75(L + S) (pattern: sX) D=dead L=live S=snow 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 CALCULATIONS: V max = 1541, V design = 1100 (NDS 3.4.3.1(a)) lbs; M(+) = 793 lbs-ft; M(-) = 1003 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 6.75' Le = 12.81' RB = 9.5; Lu based on full length Lateral stability(-): Lu = 6.75' Le = 12.81' RB = 9.5; Lu based on full length Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)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. 35 of 37 FF1 May26,202316:55 Design Check CalculationSheet WoodWorksSizer2023 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 CALCULATIONS: V max = 290, V design = 233 (NDS 3.4.3.1(a)) lbs; M(+) = 584 lbs-ft EI = 128.61e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 36 of 37 FF2 May26,202317:00 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 12.00(7.67') psf Load2 Live Full Area Yes 40.00(7.67') psf Load3 Dead Point No 4.33 328 lbs Load4 Live Point Yes 4.33 1047 lbs Load5 Dead Partial Area No 4.33 14.43 12.00(7.50') psf Load6 Live Partial Area Yes 4.33 14.43 40.00(7.50') psf Load7 Dead Point No 14.43 231 lbs Load8 Live Point Yes 14.43 770 lbs Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 1.33'5.434'8.934' 14.489' 14.434' Unfactored: Dead 393 826 1007 657 Live 1322 3352 3575 2201 Factored: Total 1716 4178 4582 2858 Bearing: Capacity Beam 2370 4594 4959 2858 Support 1716 4178 4582 3164 Des ratio Beam 0.72 0.91 0.92 1.00 Support 1.00 1.00 1.00 0.90 Load comb #13 #8 #15 #12 Length 0.71 1.73 1.89 1.31 Min req'd 0.71** 1.73** 1.89** 1.31 Cb 1.53 1.22 1.20 1.00 Cb min 1.53 1.22 1.20 1.00 Cb support 1.11 1.11 1.11 1.11 Fcp sup 625 625 625 625 **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:14.5';Clearspan:1.313',4.0',3.375',5.375';Volume = 2.6cu.ft. Lateralsupport: top = continuous,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 122 Fv' = 180 psi fv/Fv' = 0.68 Bending(+) fb = 851 Fb' = 1170 psi fb/Fb' = 0.73 Bending(-) fb = 889 Fb' = 1149 psi fb/Fb' = 0.77 Deflection: Interior Live 0.05 = < L/999 0.18 = L/360 in 0.25 Total 0.07 = < L/999 0.27 = L/240 in 0.24 Cantil. Live -0.02 = L/892 0.09 = L/180 in 0.20 Total -0.02 = L/715 0.13 = L/120 in 0.17 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 14 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 12 Fb'- 900 1.00 1.00 1.00 0.982 1.300 - 1.00 1.00 1.00 15 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 12 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 12 CRITICALLOADCOMBINATIONS: Shear : LC #14 = D + L (pattern: __LL) Bending(+): LC #12 = D + L (pattern: _L_L) Bending(-): LC #15 = D + L (pattern: L_LL) Deflection: LC #12 = (live) LC #12 = (total) Bearing : Support 1 – LC #13 = D + L (pattern: LL_L) Support 2 – LC #8 = D + L (pattern: _LL_) Support 3 – LC #15 = D + L (pattern: L_LL) Support 4 – LC #12 = 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 CALCULATIONS: V max = 2596, V design = 2056 (NDS 3.4.3.1(a)) lbs; M(+) = 2173 lbs-ft; M(-) = 2272 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(-): Lu = 14.44' Le = 22.63' RB = 12.7; Lu based on full span Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)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. 37 of 37