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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, 2024 4/23/2025 ENGINEERING ANALYSIS FOR: SOUNDBUILT HOMES SITE: The enclosed documents are to be used in conjunction with the plans referenced on the cover page. It is imperative that the contractor study and understand the engineering requirements and any required changes to the architectural plan prior to start of work. Modifications may include additional foundations or footings, beam and framing size, sheathing, etc. Scope of Engineering: Engineering analysis and design to resist lateral and gravity loads in accordance with the 2021 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,PLLC must be contacted immediately for further consultation. B 1.51 0.50 1500 6.5 D 15 40 12 25 PHILLIPS STRUCTURAL ENGINEERING, PLLCSTRUCTURAL ENGINEERING CALCULATIONS 110 MPH 1.00 STRUCTURAL DESIGN CRITERIA AND LOADING: Building Code 2021 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 Page 2 of 46 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.12603-A(DO)-SHEAR.wswu Apr.22,202508:31:01 -10'-5'0'5'10'15'20'25'30'35'40'45'50'55' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' F-1 A-4 A-2 A-1 A-3 B-1 D-1 E-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 3 of 46 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.12603-A(DO)-SHEAR.wswu Apr.22,202508:31:01 -10'-5'0'5'10'15'20'25'30'35'40'45'50'55' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' E-1 A-1 C-1 C-2 C-3 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 4 of 46 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 2603-A(DO)-SHEAR.wswu Apr.22,202508:31:15 Project Information DESIGNSETTINGS DesignCode IBC 2021/AWC SDPWS 2021 WindStandard ASCE 7-16 Directional (All heights) SeismicStandard ASCE 7-16 LoadCombinations ForDesignandMWFRSDeflection 0.7 Seismic 0.6 Basic wind ForDeflection(Wind:Serviceability) 1.0 Seismic 1.0 MRI wind BuildingCodeCapacityModification Wind Seismic 1.00 1.00 ServiceConditionsandLoadDuration Duration Factor - Temperature Range - MoistureContent Fabrication Service - - MaxShearwallOffset[ft] Plan (withinstory) 4.00 Elevation (betweenstories) 3.08 MaximumHeight-to-widthRatio Woodpanels Blocked Unblocked Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 2.0 - - - - - Ignoreshearresistancecontributionof... Wallsegments Seismic Don't ignore Any gypsum, lumber, fiberboard Forcesbasedon... Hold-downs Applied loads Dragstruts Applied loads Shearwallrelativerigidity:Wall capacity Non-identicalmaterialsandconstructionontheshearline:Not allowed DeflectionEquation:No deflection analysis Drift limitforwinddesign:1 / 500 story height FTAOstrap:Continuous at top of highest opening and bottom of lowest Dead load inchordforceforoverturningdesign Tensionend Compressionend Whencompletelycounteractsoverturning Wall length / 2 Wall length / 2 Wall length / 2 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 110 mph Exposure Exposure B Enclosure Partially enclosed StructureType Regular BuildingSystem Bearing Wall DesignCategory D SiteClass D Topographic Information[ft] Shape - Height - Length - SiteLocation: - Elev: 0ft Rigid building - Static analysis SpectralResponseAcceleration S1:0.500g Ss:1.510g FundamentalPeriod E-W N-S TUsed 0.199s 0.199s Approximate Ta 0.199s 0.199s Maximum T 0.279s 0.279s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.80Case 2 N-S loadsE-W loads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16 psf 8 psf ServiceabilityWindSpeed 100 mph 1 Page 5 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 20.02 0.0 Level2 12.02 1'-6.0 8.00 Level1 1.52 9.3 9.00 Foundation 0.75 BLOCKandROOF INFORMATION Block Roof Panels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story E-W Ridge LocationX,Y =0.00 16.00 North Side 23.0 1.00 ExtentX,Y =40.00 28.00 South Side 23.0 1.00 Ridge Y Location,Offset 30.00 0.00 East Gable 90.0 1.00 Ridge Elevation,Height 25.96 5.94 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =0.00 14.00 North Joined 157.0 1.00 ExtentX,Y =12.00 2.00 South Gable 90.0 1.00 RidgeXLocation,Offset 6.00 0.00 East Side 37.0 1.00 Ridge Elevation,Height 24.54 4.52 West Side 37.0 1.00 Block 3 2 Story N-S Ridge LocationX,Y =20.00 2.00 North Joined 157.0 1.00 ExtentX,Y =20.00 14.00 South Gable 90.0 1.00 RidgeXLocation,Offset 30.00 0.00 East Side 30.7 1.00 Ridge Elevation,Height 25.96 5.94 West Side 30.7 1.00 Block 4 1 Story E-W Ridge LocationX,Y =0.00 3.00 North Side 90.0 1.00 ExtentX,Y =15.00 13.00 South Side 18.0 1.00 Ridge Y Location,Offset 16.00 6.50 East Gable 90.0 1.00 Ridge Elevation,Height 16.24 4.22 West Gable 90.0 1.00 2 Page 6 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in lbs/in in in 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 4 12 Y 1,2,3 2 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 6 12 Y 1,3 Legend: Grp–WallDesignGroupnumber,used toreferencewall inother tables(createdbyprogram) Surf–Exterioror interiorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.3C Thick–Nominalpanelthickness GU-Gypsumunderlaythickness Ply–Numberofplies(or layers) inconstructionofplywoodsheets Or–Orientation of longerdimension of sheathingpanelsor lumberplanks.Dbl. = Doublediagonal. Gvtv–Shearstiffnessin lb/in.ofdepth fromSDPWSTablesC4.2.3A-B Type–Fastener type fromSDPWSTables4.3A-D: Common:commonwirenail;Box:galvanizedboxnail;Casing:casing nail; Roof:galvanizedroofingnail;Cooler:coolernail;WBoard:wallboard nail;Screw:drywallscrew;Gauge:nailmeasuredbygauge;Galv:galvanizedgaugenail;GWB:Gypsumwallboardbluednail Size-FromTables4.3A-DandTableA1;shown inWall Input fastenerdropdown Commonnails:6d = 0.113x2”,8d = 0.131x2.5”,10d =0.148x3”,12d = 0.148x3.5” Boxorcasing nails:6d = 0.099x2”,8d = 0.113x2.5”,10d =0.128x3”,12d = 0.126x3.5” Gauge,roofingandGWBnails:13ga = 0.92”x1-1/8”;11ga = 0.120”x1-1/8”(GWBnail forgypsum lath&plaster),1-1/4”(gyp.L&P),1-1/2” (wire lath&plaster,1/2” fiberboard ,1/2”GWB),1-3/4”(GSB,5/8”GWB,25/32” fiberboard,2-plyGWBbase),2-3/8”(2-plyGWB face) Coolerorwallboardnail:5d = .086”x1-5/8”;6d = .092”x1-7/8”;8d = .113”x2-3/8”;6/8d= 6d baseply,8d faceply for2-plyGWB. Drywallscrews:No.6,1-1/4” long. RS–Ring-shanknails(non-shearwallsonly),with increasedwithdrawalcapacityasperNDS12.2.3.2. Eg–Paneledge fastenerspacing.For lumbersheathing,no.ofnailsperboardatshearwall boundary.For2-plyGWB,spacing of all nails in face ply. Fd–Fieldspacing interior topanels.For lumbersheathing,no.ofnailsperboardat interiorstuds.For2-plyGWB,spacing of all nails in faceply. Bk–Sheathing isnailed toblocking at all panel edges;Y(es)orN(o) ApplyNotes–Notesbelow table legendwhichapply tosheathingside Notes: 1.Capacityhasbeenreducedforframingspecificgravityaccording toSDPWSTable4.3ANote3.Afactorof0.93 isappliedforHem.-Firframing and0.92forS.-P.-F.ForothermaterialswithspecificgravityG less than0.5, it isG + 0.5. 2.Framingatadjoiningpaneledgesmustbe3"nominalorwiderwithstaggerednailingaccording toSDPWS4.3.7.1(5) 3.Shearcapacityforcurrentdesign hasbeen increased to thevaluefor15/32"sheathingwithsamenailingbecausestudspacing is16"max.or panelorientation ishorizontal.SeeSDPWSTable4.3ANote2. FRAMINGMATERIALSandSTANDARDWALLbyWALLGROUP Wall Species Grade b d Spcg SG E Fcp StandardWall Grp in in in psi^6 1 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 2 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 Legend: WallGrp–WallDesignGroup b–Studbreadth(thickness) d–Studdepth(width) Spcg–Maximum on-centrespacing of studs fordesign, actualspacing maybe less. SG–Specificgravity E–Modulusofelasticity StandardWall-Standardwalldesigned asgroup. Fcp-Compressivestrengthperpendicular tograin Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. Thefollowingfactorsareapplied toFcpforcompressivedesign and deformationunderwallsegmentendstuds : Bearing areafactorCbfromNDS3.10.4,underwindowopenings. 3 Page 7 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 SHEARLINE,WALLandOPENINGDIMENSIONS North-south Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group X[ft]Start End [ft][ft]Ratio [ft]S N Line 1 Level 2 Line 1 2 0.00 14.00 44.00 30.00 26.00 -8.00 -- Wall 1-1 Seg 2 0.00 14.00 44.00 30.00 26.00 -- 22 Segment 1 --14.00 18.00 4.00 3.75 2.00 - 22 Opening 1 --18.00 22.00 4.00 --2.00 22 Segment 2 --22.00 44.00 22.00 21.75 0.36 - 22 Level 1 Line 1 2 0.00 4.00 54.00 50.00 46.00 -9.00 -- Wall 1-1 NSW 3.50 2.00 4.00 2.00 0.00 1.00 - 22 Wall 1-2 Seg 2 0.00 4.00 54.00 50.00 46.00 -- 22 Segment 1 --4.00 35.00 31.00 30.75 0.29 - 22 Opening 1 --35.00 39.00 4.00 --2.00 22 Segment 2 --39.00 54.00 15.00 14.75 0.60 - 22 Line 2 Level 2 Line 2 NSW 11.50 2.00 16.00 14.00 0.00 -8.00 -- Wall 2-1 NSW 12.00 14.00 16.00 2.00 0.00 1.00 - 22 Level 1 Line 2 11.50 2.00 16.00 14.00 0.00 -9.00 -- Wall 2-1 NSW 11.50 2.00 4.00 2.00 0.00 1.00 - 22 Wall 2-2 NSW 15.00 4.00 8.00 4.00 0.00 1.00 - 22 Line 3 Level 2 Line 3 NSW 20.00 0.00 54.00 54.00 0.00 -8.00 -- Wall 3-1 NSW 20.00 2.00 16.00 14.00 0.00 1.00 - 22 Level 1 Line 3 20.00 0.00 54.00 54.00 0.00 -9.00 -- Wall 3-1 NSW 20.00 0.00 8.00 8.00 0.00 1.00 - 22 Wall 3-2 NSW 20.50 44.00 54.00 10.00 0.00 0.90 - 22 Line 4 Level 2 Line 4 2 40.00 2.00 44.00 42.00 28.25 -8.00 -- Wall 4-1 Seg 2 40.00 2.00 44.00 42.00 28.25 -- 22 Segment 1 --2.00 18.75 16.75 16.50 0.48 - 22 Opening 1 --18.75 26.75 8.00 --2.00 22 Segment 2 --26.75 38.25 11.50 11.25 0.70 - 22 Opening 2 --38.25 42.25 4.00 --2.00 22 Segment 3 --42.25 44.00 1.75 -4.57 - 22 Level 1 Line 4 2 40.00 0.00 44.00 44.00 38.00 -9.00 -- Wall 4-1 Seg 2 40.00 0.00 44.00 44.00 38.00 -- 22 Segment 1 --0.00 14.00 14.00 13.75 0.64 - 22 Opening 1 --14.00 17.00 3.00 --2.00 22 Segment 2 --17.00 22.00 5.00 4.75 1.80 - 22 Opening 2 --22.00 25.00 3.00 --2.00 22 Segment 3 --25.00 44.00 19.00 18.75 0.47 - 22 East-west Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft]W E Line A Level 2 Line A 2 2.00 20.00 40.00 20.00 12.00 -8.00 -- Wall A-1 Seg 2 2.00 20.00 40.00 20.00 12.00 -- 22 Segment 1 --20.00 26.00 6.00 5.75 1.33 - 22 Opening 1 --26.00 34.00 8.00 --2.00 22 Segment 2 --34.00 40.00 6.00 5.75 1.33 - 22 Level 1 Line A 1 1.04 0.00 40.00 40.00 13.00 -9.00 -- Wall A-1 Seg 1 4.00 0.00 3.50 3.50 3.25 2.57 - 22 Wall A-2 NSW 2.00 3.50 11.50 8.00 0.00 1.00 - 22 Wall A-3 Seg 1 4.00 11.50 15.00 3.50 3.25 2.57 - 22 Wall A-4 Seg 1 0.00 20.00 40.00 20.00 6.00 -- 22 Segment 1 --20.00 26.00 6.00 5.75 1.50 - 22 Opening 1 --26.00 38.75 12.75 --2.00 22 Segment 2 --38.75 40.00 1.25 -7.20 - 22 Line B Level 1 Line B NSW 8.00 15.00 20.00 5.00 0.00 -9.00 -- Wall B-1 NSW 8.00 15.00 20.00 5.00 0.00 1.00 - 22 Line C 4 Page 8 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Level 2 Line C 2 15.15 0.00 40.00 40.00 22.25 -8.00 -- Wall C-1 Seg 2 14.00 0.00 12.00 12.00 6.00 -- 22 Segment 1 --0.00 3.00 3.00 2.75 2.67 - 22 Opening 1 --3.00 9.00 6.00 --2.00 22 Segment 2 --9.00 12.00 3.00 2.75 2.67 - 22 Wall C-2 NSW 16.00 12.00 20.00 8.00 0.00 1.00 - 22 Wall C-3 Seg 2 16.00 23.25 39.50 16.25 16.00 0.49 - 22 Line D Level 1 Line D 2 21.00 0.00 40.00 40.00 13.00 -9.00 -- Wall D-1 Seg 2 21.00 20.50 39.50 19.00 13.00 -- 22 Segment 1 --20.50 33.50 13.00 12.75 0.69 - 22 Opening 1 --33.50 37.50 4.00 --2.00 22 Segment 2 --37.50 39.50 2.00 -4.50 - 22 Line E Level 2 Line E 2 44.00 0.00 40.00 40.00 35.00 -8.00 -- Wall E-1 Seg 2 44.00 0.00 40.00 40.00 35.00 -- 22 Segment 1 --0.00 3.75 3.75 3.50 2.13 - 22 Opening 1 --3.75 8.75 5.00 --2.00 22 Segment 2 --8.75 40.00 31.25 31.00 0.26 - 22 Level 1 Line E 1 44.00 0.00 40.00 40.00 11.50 -9.00 -- Wall E-1 Seg 1 44.00 20.50 40.00 19.50 11.50 -- 22 Segment 1 --20.50 25.00 4.50 4.25 2.00 - 22 Opening 1 --25.00 33.00 8.00 --2.00 22 Segment 2 --33.00 40.00 7.00 6.75 1.29 - 22 Line F Level 1 Line F 2 54.00 0.00 20.50 20.50 12.50 -9.00 -- Wall F-1 Seg 2 54.00 0.00 20.50 20.50 12.50 -- 22 Segment 1 --0.00 9.00 9.00 8.75 1.00 - 22 Opening 1 --9.00 17.00 8.00 --2.00 22 Segment 2 --17.00 20.50 3.50 3.25 2.57 - 22 Legend: Type–Seg:Segmented,Prf:Perforated,FT:FTAO(force transferaroundopenings),NSW:Non-shearwall,NW:Non-wood/Proprietary,ND:Not designed Location–Position in structureperpendicular towall Length–Shear line:Distancebetweenexteriorperpendicularwallsdefining theshear lineextent Wall,segment,oropening:End-to-end lengthof theelement FHS–Dependingonelement,showsdifferentdefinitionsof full-heightsheathing length(FHS): Shear lineswith multiplewalls,segmentedwalls,orFTAOwalls:Totalshear-resistingFHS Individualwallsegmentsorwallswithout openings:Distancebetweenhold-downsbeff Perforatedwalls:Sumof factoredsegment lengthsbidefined inSDPWS4.3.5.6 AspectRatio–Ratioofwallheight tosegment length(h/b); forFTAOwalls, theaspectratioof thecentralpier WallGroup–Walldesigngroupdefined inSheathingandFramingMaterials tables,whereitshowsassociatedStandardWall Studs:Numberofendstudsat thesouthandnorthorwestandeastendsofawallsegmentoraperforatedorFTAOwall. If twowallgroupnumbers listed, theyare forrigid diaphragmand flexible diaphragmdesign. 5 Page 9 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 Loads WINDSHEARLOADS(asenteredorgenerated) Level 2 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall 1 W->EWind Line 2.00 16.00 43.4 Block 1 WWall MinW->EWind Line 2.00 16.00 32.0 Block 1 WWall 1 W->EWind Line 14.00 44.00 43.4 Block 1 WWall MinW->EWind Line 14.00 44.00 32.0 Block 1 WL Gable 1 W->EWind Line 16.00 30.00 0.0 68.2 Block 1 WL Gable MinW->EWind Line 16.00 30.00 0.0 47.5 Block 1 WR Gable MinW->EWind Line 30.00 44.00 47.5 0.0 Block 1 WR Gable 1 W->EWind Line 30.00 44.00 68.2 0.0 Block 1 EWall MinW->E Lee Line 2.00 44.00 32.0 Block 1 EWall 1 W->E Lee Line 2.00 44.00 24.1 Block 1 EWall MinW->E Lee Line 14.00 16.00 32.0 Block 1 EWall 1 W->E Lee Line 14.00 16.00 24.1 Block 1 EL Gable MinW->E Lee Line 16.00 30.00 0.0 47.5 Block 1 EL Gable 1 W->E Lee Line 16.00 30.00 0.0 35.8 Block 1 ER Gable MinW->E Lee Line 30.00 44.00 47.5 0.0 Block 1 ER Gable 1 W->E Lee Line 30.00 44.00 35.8 0.0 Block 1 WWall 1 E->W Lee Line 2.00 16.00 24.1 Block 1 WWall MinE->W Lee Line 2.00 16.00 32.0 Block 1 WWall 1 E->W Lee Line 14.00 44.00 24.1 Block 1 WWall MinE->W Lee Line 14.00 44.00 32.0 Block 1 WL Gable MinE->W Lee Line 16.00 30.00 0.0 47.5 Block 1 WL Gable 1 E->W Lee Line 16.00 30.00 0.0 35.8 Block 1 WR Gable 1 E->W Lee Line 30.00 44.00 35.8 0.0 Block 1 WR Gable MinE->W Lee Line 30.00 44.00 47.5 0.0 Block 1 EWall MinE->WWind Line 2.00 44.00 32.0 Block 1 EWall 1 E->WWind Line 2.00 44.00 43.4 Block 1 EWall MinE->WWind Line 14.00 16.00 32.0 Block 1 EWall 1 E->WWind Line 14.00 16.00 43.4 Block 1 EL Gable MinE->WWind Line 16.00 30.00 0.0 47.5 Block 1 EL Gable 1 E->WWind Line 16.00 30.00 0.0 68.2 Block 1 ER Gable MinE->WWind Line 30.00 44.00 47.5 0.0 Block 1 ER Gable 1 E->WWind Line 30.00 44.00 68.2 0.0 Block 1 SRoof 1 S->NWind Line -1.00 41.00 -0.3 Block 1 SRoof MinS->NWind Line -1.00 41.00 25.5 Block 1 SWall 1 S->NWind Line 0.00 12.00 43.4 Block 1 SWall MinS->NWind Line 0.00 12.00 32.0 Block 1 SWall MinS->NWind Line 12.00 20.00 32.0 Block 1 SWall 1 S->NWind Line 12.00 20.00 43.4 Block 1 SWall 1 S->NWind Line 20.00 40.00 43.4 Block 1 SWall MinS->NWind Line 20.00 40.00 32.0 Block 1 NRoof 1 S->N Lee Line -1.00 41.00 55.5 Block 1 NRoof MinS->N Lee Line -1.00 41.00 25.5 Block 1 NWall 1 S->N Lee Line 0.00 40.00 29.1 Block 1 NWall MinS->N Lee Line 0.00 40.00 32.0 Block 1 SRoof MinN->S Lee Line -1.00 41.00 25.5 Block 1 SRoof 1 N->S Lee Line -1.00 41.00 55.5 Block 1 SWall MinN->S Lee Line 0.00 12.00 32.0 Block 1 SWall 1 N->S Lee Line 0.00 12.00 29.1 Block 1 SWall MinN->S Lee Line 12.00 20.00 32.0 Block 1 SWall 1 N->S Lee Line 12.00 20.00 29.1 Block 1 SWall MinN->S Lee Line 20.00 40.00 32.0 Block 1 SWall 1 N->S Lee Line 20.00 40.00 29.1 Block 1 NRoof 1 N->SWind Line -1.00 41.00 -0.3 Block 1 NRoof MinN->SWind Line -1.00 41.00 25.5 Block 1 NWall MinN->SWind Line 0.00 40.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 40.00 43.4 Block 2 WCtr Roof MinW->EWind Line 13.00 14.22 21.1 Block 2 WCtr Roof 1 W->EWind Line 13.00 14.22 16.7 Block 2 WR Roof 1 W->EWind Line 14.22 26.65 16.7 0.0 Block 2 WR Roof MinW->EWind Line 14.22 26.65 21.1 0.0 Block 2 ECtr Roof 1 W->E Lee Line 13.00 14.22 45.6 Block 2 ECtr Roof MinW->E Lee Line 13.00 14.22 21.1 Block 2 ER Roof MinW->E Lee Line 14.22 26.65 21.1 0.0 Block 2 ER Roof 1 W->E Lee Line 14.22 26.65 45.6 0.0 Block 2 WCtr Roof 1 E->W Lee Line 13.00 14.22 45.6 Block 2 WCtr Roof MinE->W Lee Line 13.00 14.22 21.1 Block 2 WR Roof 1 E->W Lee Line 14.22 26.65 45.6 0.0 Block 2 WR Roof MinE->W Lee Line 14.22 26.65 21.1 0.0 Block 2 E Ctr Roof Min E->W Wind Line 13.00 14.22 21.1 6 Page 10 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 E Ctr Roof 1 E->W Wind Line 13.00 14.22 16.7 Block 2 ER Roof 1 E->WWind Line 14.22 26.65 16.7 0.0 Block 2 ER Roof MinE->WWind Line 14.22 26.65 21.1 0.0 Block 2 SL Gable MinS->NWind Line 0.00 6.00 0.0 36.2 Block 2 SL Gable 1 S->NWind Line 0.00 6.00 0.0 51.6 Block 2 SR Gable MinS->NWind Line 6.00 12.00 36.2 0.0 Block 2 SR Gable 1 S->NWind Line 6.00 12.00 51.6 0.0 Block 2 SL Gable 1 N->S Lee Line 0.00 6.00 0.0 32.6 Block 2 SL Gable MinN->S Lee Line 0.00 6.00 0.0 36.2 Block 2 SR Gable MinN->S Lee Line 6.00 12.00 36.2 0.0 Block 2 SR Gable 1 N->S Lee Line 6.00 12.00 32.6 0.0 Block 3 WCtr Roof MinW->EWind Line 1.00 14.60 26.1 Block 3 WCtr Roof 1 W->EWind Line 1.00 14.60 19.0 Block 3 WR Roof 1 W->EWind Line 14.60 30.00 19.0 0.0 Block 3 WR Roof MinW->EWind Line 14.60 30.00 26.1 0.0 Block 3 ECtr Roof 1 W->E Lee Line 1.00 14.60 57.0 Block 3 ECtr Roof MinW->E Lee Line 1.00 14.60 26.1 Block 3 ER Roof 1 W->E Lee Line 14.60 30.00 57.0 0.0 Block 3 ER Roof MinW->E Lee Line 14.60 30.00 26.1 0.0 Block 3 WCtr Roof 1 E->W Lee Line 1.00 14.60 57.0 Block 3 WCtr Roof MinE->W Lee Line 1.00 14.60 26.1 Block 3 WR Roof MinE->W Lee Line 14.60 30.00 26.1 0.0 Block 3 WR Roof 1 E->W Lee Line 14.60 30.00 57.0 0.0 Block 3 ECtr Roof MinE->WWind Line 1.00 14.60 26.1 Block 3 ECtr Roof 1 E->WWind Line 1.00 14.60 19.0 Block 3 ER Roof MinE->WWind Line 14.60 30.00 26.1 0.0 Block 3 ER Roof 1 E->WWind Line 14.60 30.00 19.0 0.0 Block 3 SL Gable MinS->NWind Line 20.00 30.00 0.0 47.5 Block 3 SL Gable 1 S->NWind Line 20.00 30.00 0.0 68.2 Block 3 SR Gable MinS->NWind Line 30.00 40.00 47.5 0.0 Block 3 SR Gable 1 S->NWind Line 30.00 40.00 68.2 0.0 Block 3 SL Gable MinN->S Lee Line 20.00 30.00 0.0 47.5 Block 3 SL Gable 1 N->S Lee Line 20.00 30.00 0.0 43.2 Block 3 SR Gable 1 N->S Lee Line 30.00 40.00 43.2 0.0 Block 3 SR Gable MinN->S Lee Line 30.00 40.00 47.5 0.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall MinW->EWind Line 0.00 8.00 48.0 Block 1 WWall 1 W->EWind Line 0.00 8.00 61.7 Block 1 WWall MinW->EWind Line 2.00 16.00 32.0 Block 1 WWall MinW->EWind Line 2.00 4.00 48.0 Block 1 WWall 1 W->EWind Line 2.00 4.00 61.7 Block 1 WWall 1 W->EWind Line 2.00 16.00 41.3 Block 1 WWall 1 W->EWind Line 4.00 54.00 61.7 Block 1 WWall MinW->EWind Line 4.00 54.00 48.0 Block 1 WWall 1 W->EWind Line 14.00 44.00 41.3 Block 1 WWall MinW->EWind Line 14.00 44.00 32.0 Block 1 EWall 1 W->E Lee Line 0.00 44.00 36.1 Block 1 EWall MinW->E Lee Line 0.00 44.00 48.0 Block 1 EWall MinW->E Lee Line 2.00 44.00 32.0 Block 1 EWall 1 W->E Lee Line 2.00 4.00 36.1 Block 1 EWall 1 W->E Lee Line 2.00 44.00 24.1 Block 1 EWall MinW->E Lee Line 2.00 4.00 48.0 Block 1 EWall 1 W->E Lee Line 4.00 8.00 36.1 Block 1 EWall MinW->E Lee Line 4.00 8.00 48.0 Block 1 EWall 1 W->E Lee Line 14.00 16.00 24.1 Block 1 EWall MinW->E Lee Line 14.00 16.00 32.0 Block 1 EWall 1 W->E Lee Line 44.00 54.00 36.1 Block 1 EWall MinW->E Lee Line 44.00 54.00 48.0 Block 1 WWall MinE->W Lee Line 0.00 8.00 48.0 Block 1 WWall 1 E->W Lee Line 0.00 8.00 36.1 Block 1 WWall MinE->W Lee Line 2.00 16.00 32.0 Block 1 WWall 1 E->W Lee Line 2.00 16.00 24.1 Block 1 WWall 1 E->W Lee Line 2.00 4.00 36.1 Block 1 WWall MinE->W Lee Line 2.00 4.00 48.0 Block 1 WWall 1 E->W Lee Line 4.00 54.00 36.1 Block 1 WWall MinE->W Lee Line 4.00 54.00 48.0 Block 1 WWall 1 E->W Lee Line 14.00 44.00 24.1 Block 1 WWall MinE->W Lee Line 14.00 44.00 32.0 Block 1 EWall MinE->WWind Line 0.00 44.00 48.0 Block 1 E Wall 1 E->W Wind Line 0.00 44.00 61.7 7 Page 11 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 E Wall Min E->W Wind Line 2.00 4.00 48.0 Block 1 EWall MinE->WWind Line 2.00 44.00 32.0 Block 1 EWall 1 E->WWind Line 2.00 44.00 41.3 Block 1 EWall 1 E->WWind Line 2.00 4.00 61.7 Block 1 EWall 1 E->WWind Line 4.00 8.00 61.7 Block 1 EWall MinE->WWind Line 4.00 8.00 48.0 Block 1 EWall 1 E->WWind Line 14.00 16.00 41.3 Block 1 EWall MinE->WWind Line 14.00 16.00 32.0 Block 1 EWall MinE->WWind Line 44.00 54.00 48.0 Block 1 EWall 1 E->WWind Line 44.00 54.00 61.7 Block 1 SWall MinS->NWind Line 0.00 3.50 48.0 Block 1 SWall 1 S->NWind Line 0.00 12.00 41.3 Block 1 SWall 1 S->NWind Line 0.00 3.50 61.7 Block 1 SWall MinS->NWind Line 0.00 12.00 32.0 Block 1 SWall MinS->NWind Line 3.50 11.50 48.0 Block 1 SWall 1 S->NWind Line 3.50 11.50 61.7 Block 1 SWall MinS->NWind Line 11.50 15.00 48.0 Block 1 SWall 1 S->NWind Line 11.50 15.00 61.7 Block 1 SWall MinS->NWind Line 12.00 20.00 32.0 Block 1 SWall 1 S->NWind Line 12.00 20.00 41.3 Block 1 SWall MinS->NWind Line 15.00 20.00 48.0 Block 1 SWall 1 S->NWind Line 15.00 20.00 61.7 Block 1 SWall MinS->NWind Line 20.00 40.00 32.0 Block 1 SWall MinS->NWind Line 20.00 40.00 48.0 Block 1 SWall 1 S->NWind Line 20.00 40.00 61.7 Block 1 SWall 1 S->NWind Line 20.00 40.00 41.3 Block 1 NWall MinS->N Lee Line 0.00 20.50 48.0 Block 1 NWall MinS->N Lee Line 0.00 40.00 32.0 Block 1 NWall 1 S->N Lee Line 0.00 20.50 43.6 Block 1 NWall 1 S->N Lee Line 0.00 40.00 29.1 Block 1 NWall MinS->N Lee Line 20.50 40.00 48.0 Block 1 NWall 1 S->N Lee Line 20.50 40.00 43.6 Block 1 SWall MinN->S Lee Line 0.00 3.50 48.0 Block 1 SWall MinN->S Lee Line 0.00 12.00 32.0 Block 1 SWall 1 N->S Lee Line 0.00 3.50 43.6 Block 1 SWall 1 N->S Lee Line 0.00 12.00 29.1 Block 1 SWall MinN->S Lee Line 3.50 11.50 48.0 Block 1 SWall 1 N->S Lee Line 3.50 11.50 43.6 Block 1 SWall 1 N->S Lee Line 11.50 15.00 43.6 Block 1 SWall MinN->S Lee Line 11.50 15.00 48.0 Block 1 SWall MinN->S Lee Line 12.00 20.00 32.0 Block 1 SWall 1 N->S Lee Line 12.00 20.00 29.1 Block 1 SWall MinN->S Lee Line 15.00 20.00 48.0 Block 1 SWall 1 N->S Lee Line 15.00 20.00 43.6 Block 1 SWall MinN->S Lee Line 20.00 40.00 32.0 Block 1 SWall 1 N->S Lee Line 20.00 40.00 29.1 Block 1 SWall 1 N->S Lee Line 20.00 40.00 43.6 Block 1 SWall MinN->S Lee Line 20.00 40.00 48.0 Block 1 NWall MinN->SWind Line 0.00 40.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 20.50 61.7 Block 1 NWall MinN->SWind Line 0.00 20.50 48.0 Block 1 NWall 1 N->SWind Line 0.00 40.00 41.3 Block 1 NWall MinN->SWind Line 20.50 40.00 48.0 Block 1 NWall 1 N->SWind Line 20.50 40.00 61.7 Block 4 WL Gable MinW->EWind Line 3.00 16.00 0.0 33.8 Block 4 WL Gable 1 W->EWind Line 3.00 16.00 0.0 43.5 Block 4 EL Gable MinW->E Lee Line 3.00 16.00 0.0 33.8 Block 4 EL Gable 1 W->E Lee Line 3.00 16.00 0.0 25.5 Block 4 WL Gable MinE->W Lee Line 3.00 16.00 0.0 33.8 Block 4 WL Gable 1 E->W Lee Line 3.00 16.00 0.0 25.5 Block 4 EL Gable MinE->WWind Line 3.00 16.00 0.0 33.8 Block 4 EL Gable 1 E->WWind Line 3.00 16.00 0.0 43.5 Block 4 SRoof MinS->NWind Line -1.00 16.00 18.2 Block 4 NAttic Wall 1 S->N Lee Line -1.00 16.00 32.6 Block 4 NAttic Wall MinS->N Lee Line -1.00 16.00 33.8 Block 4 SRoof MinN->S Lee Line -1.00 16.00 18.2 Block 4 NAttic Wall MinN->SWind Line -1.00 16.00 33.8 Block 4 NAttic Wall 1 N->SWind Line -1.00 16.00 43.5 Legend: Block-Blockused in loadgeneration Accum. = loads fromoneblockcombinedwith another Manual = user-entered loads(sonoblock) 8 Page 12 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 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 loadswith positivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardorleewardside of the building 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: Windward loadon themonosloperoofwasnotgenerated, tocomplywithASCE7Figure27.3-1,Note7. All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.60 towind loads beforedistributing them to theshearlines. 9 Page 13 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 BUILDINGMASSES Level 2 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 1 1 Line 15.00 45.00 315.0 315.0 E-W Roof Block 1 4 Line 15.00 45.00 315.0 315.0 E-W Roof Block 2 1 Line 13.00 16.00 105.0 105.0 E-W Roof Block 2 Line 13.00 16.00 105.0 105.0 E-W Roof Block 3 3 Line 1.00 16.00 165.0 165.0 E-W Roof Block 3 4 Line 1.00 16.00 165.0 165.0 E-W R Gable Block 1 1 Line 16.00 30.00 59.4 0.0 E-W L Gable Block 1 1 Line 30.00 44.00 0.0 59.4 E-W L Gable Block 1 4 Line 16.00 30.00 59.4 0.0 E-W R Gable Block 1 4 Line 30.00 44.00 0.0 59.4 N-S Roof Block 1 Line -1.00 41.00 225.0 225.0 N-S Roof Block 1 E Line -1.00 41.00 225.0 225.0 N-S Roof Block 2 C Line -1.00 13.00 30.0 30.0 N-S Roof Block 2 Line -1.00 13.00 15.0 15.0 N-S Roof Block 3 Line 19.00 41.00 120.0 120.0 N-S Roof Block 3 Line 19.00 41.00 105.0 105.0 N-S L Gable Block 2 C Line 0.00 6.00 45.2 0.0 N-S R Gable Block 2 C Line 6.00 12.00 0.0 45.2 N-S L Gable Block 3 Line 20.00 30.00 59.4 0.0 N-S R Gable Block 3 Line 30.00 40.00 0.0 59.4 BothWall 1-1 n/a 1 Line 14.00 44.00 40.0 40.0 BothWall 2-1 n/a Line 14.00 16.00 40.0 40.0 BothWall 3-1 n/a 3 Line 2.00 16.00 40.0 40.0 BothWall 4-1 n/a 4 Line 2.00 44.00 40.0 40.0 BothWall A-1 n/a Line 20.00 40.00 40.0 40.0 BothWall C-1 n/a C Line 0.00 12.00 40.0 40.0 BothWall C-2 n/a Line 12.00 20.00 40.0 40.0 BothWall C-3 n/a Line 23.25 39.50 24.0 24.0 BothWall E-1 n/a E Line 0.00 40.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 4 1 Line 2.00 17.00 127.5 127.5 E-W Roof Block 4 Line 2.00 17.00 127.5 127.5 E-W R Gable Block 4 1 Line 3.00 16.00 42.2 0.0 E-W L Gable Block 4 1 Line 16.00 16.00 0.0 42.2 E-W L Gable Block 4 Line 3.00 16.00 42.2 0.0 E-W R Gable Block 4 Line 16.00 16.00 0.0 42.2 E-W Floor F5 n/a 1 Line 4.00 8.00 90.0 90.0 E-W Floor F2 n/a 1 Line 8.00 44.00 240.0 240.0 BothWall 1-1 n/a 1 Line 14.00 44.00 40.0 40.0 E-W Floor F3 n/a 1 Line 44.00 54.00 123.0 123.0 E-W Floor F4 n/a Line 2.00 4.00 48.0 48.0 E-W Floor F4 n/a 2 Line 2.00 4.00 48.0 48.0 BothWall 2-1 n/a Line 14.00 16.00 40.0 40.0 E-W Floor F5 n/a Line 4.00 8.00 90.0 90.0 E-W Floor F1 n/a 3 Line 0.00 8.00 120.0 120.0 BothWall 3-1 n/a 3 Line 2.00 16.00 40.0 40.0 E-W Floor F3 n/a Line 44.00 54.00 123.0 123.0 E-W Floor F1 n/a 4 Line 0.00 8.00 120.0 120.0 BothWall 4-1 n/a 4 Line 2.00 44.00 40.0 40.0 E-W Floor F2 n/a 4 Line 8.00 44.00 240.0 240.0 N-S Roof Block 4 Line -1.00 16.00 112.5 112.5 N-S Roof Block 4 Line -1.00 16.00 112.5 112.5 N-S Floor F5 n/a A Line 20.00 20.50 324.0 324.0 N-S Floor F6 n/a A Line 20.50 40.00 264.0 264.0 N-S Floor F2 n/a Line 3.50 11.50 312.0 312.0 10 Page 14 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 BUILDINGMASSES(continued) BothWall A-1 n/a Line 20.00 40.00 40.0 40.0 N-S Floor F1 n/a Line 0.00 3.50 300.0 300.0 N-S Floor F3 n/a Line 11.50 15.00 300.0 300.0 N-S Floor F4 n/a B Line 15.00 20.00 276.0 276.0 BothWall C-1 n/a C Line 0.00 12.00 40.0 40.0 BothWall C-2 n/a Line 12.00 20.00 40.0 40.0 BothWall C-3 n/a Line 23.25 39.50 24.0 24.0 BothWall E-1 n/a E Line 0.00 40.00 40.0 40.0 N-S Floor F6 n/a E Line 20.50 40.00 264.0 264.0 N-S Floor F1 n/a F Line 0.00 3.50 300.0 300.0 N-S Floor F2 n/a F Line 3.50 11.50 312.0 312.0 N-S Floor F3 n/a F Line 11.50 15.00 300.0 300.0 N-S Floor F4 n/a F Line 15.00 20.00 276.0 276.0 N-S Floor F5 n/a F Line 20.00 20.50 324.0 324.0 BothWall 1-2 n/a 1 Line 4.00 54.00 45.0 45.0 BothWall 1-1 n/a Line 2.00 4.00 45.0 45.0 BothWall 2-1 n/a 2 Line 2.00 4.00 45.0 45.0 BothWall 2-2 n/a Line 4.00 8.00 45.0 45.0 BothWall 3-1 n/a 3 Line 0.00 8.00 45.0 45.0 BothWall 3-2 n/a Line 44.00 54.00 45.0 45.0 BothWall 4-1 n/a 4 Line 0.00 44.00 45.0 45.0 BothWall A-4 n/a A Line 20.00 40.00 45.0 45.0 BothWall A-2 n/a Line 3.50 11.50 45.0 45.0 BothWall A-1 n/a Line 0.00 3.50 45.0 45.0 BothWall A-3 n/a Line 11.50 15.00 45.0 45.0 BothWall B-1 n/a B Line 15.00 20.00 45.0 45.0 BothWall D-1 n/a D Line 20.50 39.50 27.0 27.0 BothWall E-1 n/a E Line 20.50 40.00 45.0 45.0 BothWall F-1 n/a F Line 0.00 20.50 45.0 45.0 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 thatequivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserappliedarea loadsonly 11 Page 15 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line 1.00 2.00 67.0 67.0 E-W Point 2.00 2.00 283 283 E-W Line 2.00 13.00 83.3 83.3 E-W Line 13.00 14.00 125.9 125.9 E-W Point 14.00 14.00 153 153 E-W Line 14.00 15.00 142.2 142.2 E-W Line 15.00 16.00 270.1 270.1 E-W Point 16.00 16.00 144 144 E-W Line 16.00 30.00 144.2 168.3 E-W Line 30.00 44.00 168.3 144.2 E-W Point 44.00 44.00 325 325 E-W Line 44.00 45.00 128.0 128.0 N-S Line -1.00 0.00 100.5 100.5 N-S Point 0.00 0.00 413 413 N-S Line 0.00 6.00 116.8 126.0 N-S Line 6.00 12.00 126.0 116.8 N-S Point 12.00 12.00 16 16 N-S Line 12.00 13.00 116.8 116.8 N-S Line 13.00 19.00 107.6 107.6 N-S Line 19.00 20.00 153.3 153.3 N-S Point 20.00 20.00 114 114 N-S Line 20.00 23.25 153.3 157.3 N-S Line 23.25 30.00 162.1 170.3 N-S Line 30.00 39.50 170.3 158.8 N-S Line 39.50 40.00 153.9 153.3 N-S Point 40.00 40.00 510 510 N-S Line 40.00 41.00 137.1 137.1 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 104 104 E-W Line 0.00 2.00 38.0 38.0 E-W Point 2.00 2.00 134 134 E-W Line 2.00 3.00 98.1 98.1 E-W Line 3.00 4.00 98.1 98.8 E-W Point 4.00 4.00 36 36 E-W Line 4.00 8.00 108.5 111.5 E-W Point 8.00 8.00 26 26 E-W Line 8.00 14.00 108.1 112.6 E-W Point 14.00 14.00 55 55 E-W Point 14.00 14.00 3297 3297 E-W Line 14.00 16.00 121.8 123.3 E-W Point 16.00 16.00 82 82 E-W Line 16.00 17.00 114.1 104.3 E-W Line 17.00 44.00 74.9 74.9 E-W Point 21.00 21.00 59 59 E-W Point 44.00 44.00 286 286 E-W Line 44.00 54.00 38.7 38.7 E-W Point 54.00 54.00 106 106 N-S Line -1.00 0.00 25.9 25.9 N-S Point 0.00 0.00 429 429 N-S Line 0.00 3.50 114.7 114.7 N-S Point 3.50 3.50 10 10 N-S Line 3.50 11.50 117.5 117.5 N-S Point 11.50 11.50 10 10 N-S Line 11.50 12.00 114.7 114.7 N-S Point 12.00 12.00 9 9 N-S Line 12.00 15.00 114.7 114.7 N-S Point 15.00 15.00 52 52 N-S Line 15.00 16.00 109.2 109.2 N-S Line 16.00 20.00 83.2 83.2 N-S Point 20.00 20.00 106 106 N-S Line 20.00 20.50 94.3 94.3 N-S Point 20.50 20.50 52 52 N-S Line 20.50 23.25 83.6 83.6 N-S Line 23.25 39.50 86.3 86.3 12 Page 16 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 SEISMICLOADS(continued) N-S Line 39.50 40.00 80.5 80.5 N-S Point 40.00 40.00 422 422 Legend: Loads in tablecanbeaccumulationof loads fromseveralbuildingmasses,so theydonotcorrespondwith a particularbuildingelement. Location-Startandendof load indirectionperpendicular toseismic forcedirection Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.70andredundancy factor toseismic loadsbeforedistributing them to the shearlines. 13 Page 17 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 Design Summary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. HOLD-DOWNDESIGN 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 theDeflectiontable forpossible issuesregarding fastenerslippage(SDPWSTableC4.2.3D). 14 Page 18 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 Flexible DiaphragmWind Design ASCE7 Directional (All Heights)Loads SHEARRESULTS N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line 1 Level 2 Ln1, Lev2 -S->N - - 1825 - - -339 - - 8826 - -N->S - - 1729 - - -339 - - 8826 - Wall 1-1 2 S->N - - 1825 -1.0 -339 - - 8826 - 2 N->S - - 1729 -1.0 -339 - - 8826 - Seg. 1 -S->N 70.2 - 281 -1.0 -339 -339 1358 0.21 -N->S 66.5 - 266 -1.0 -339 -339 1358 0.20 Seg. 2 -S->N 70.2 - 1544 -1.0 -339 -339 7468 0.21 -N->S 66.5 - 1463 -1.0 -339 -339 7468 0.20 Level 1 Ln1, Lev1 -S->N - - 4202 - - -339 - - 15615 - -N->S - - 4197 - - -339 - - 15615 - Wall 1-2 2 S->N - - 4202 -1.0 -339 - - 15615 - 2 N->S - - 4197 -1.0 -339 - - 15615 - Seg. 1 -S->N 91.4 - 2832 -1.0 -339 -339 10523 0.27 -N->S 91.2 - 2828 -1.0 -339 -339 10523 0.27 Seg. 2 -S->N 91.4 - 1370 -1.0 -339 -339 5092 0.27 -N->S 91.2 - 1369 -1.0 -339 -339 5092 0.27 Line 4 Level 2 Ln4, Lev2 -S->N - - 1899 - - -339 - - 9589 - -N->S - - 1777 - - -339 - - 9589 - Wall 4-1 2 S->N - - 1899 -1.0 -339 - - 9589 - 2 N->S - - 1777 -1.0 -339 - - 9589 - Seg. 1 -S->N 67.2 - 1126 -1.0 -339 -339 5686 0.20 -N->S 62.9 - 1053 -1.0 -339 -339 5686 0.19 Seg. 2 -S->N 67.2 - 773 -1.0 -339 -339 3904 0.20 -N->S 62.9 - 723 -1.0 -339 -339 3904 0.19 Seg. 3 -Both 0.0 - 0 -1.0 -339 -339 - - Level 1 Ln4, Lev1 -S->N - - 4070 - - -339 - - 12899 - -N->S - - 3968 - - -339 - - 12899 - Wall 4-1 2 S->N - - 4070 -1.0 -339 - - 12899 - 2 N->S - - 3968 -1.0 -339 - - 12899 - Seg. 1 -S->N 107.1 - 1499 -1.0 -339 -339 4752 0.32 -N->S 104.4 - 1462 -1.0 -339 -339 4752 0.31 Seg. 2 -S->N 107.1 - 535 -1.0 -339 -339 1697 0.32 -N->S 104.4 - 522 -1.0 -339 -339 1697 0.31 Seg. 3 -S->N 107.1 - 2035 -1.0 -339 -339 6450 0.32 -N->S 104.4 - 1984 -1.0 -339 -339 6450 0.31 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 2 LnA, Lev2 -Both - - 620 - - -339 - - 4073 - Wall A-1 2 Both - - 620 -1.0 -339 - - 4073 - Seg. 1 -Both 51.7 - 310 -1.0 -339 -339 2037 0.15 Seg. 2 -Both 51.7 - 310 -1.0 -339 -339 2037 0.15 Level 1 LnA, Lev1 -Both - - 2813 - - -495 - - 5668 - Wall A-1 1 Both 191.2 - 669 -.78 -495 -385 1348 0.50 Wall A-3 1 Both 191.2 - 669 -.78 -495 -385 1348 0.50 Wall A-4 1 Both - - 1475 -1.0 -495 - - 2971 - Seg. 1 -Both 245.8 - 1475 -1.0 -495 -495 2971 0.50 Seg. 2 -Both 0.0 - 0 -1.0 -495 -495 - - Line C Level 2 LnC, Lev2 -Both - - 2167 - - -339 - - 7044 - Wall C-1 2 Both - - 470 -1.0 -339 - - 1528 - Seg. 1 -Both 78.3 - 235 -.75 -255 -255 764 0.31 Seg. 2 -Both 78.3 - 235 -.75 -255 -255 764 0.31 Wall C-3 2 Both 104.4 - 1697 -1.0 -339 -339 5516 0.31 Line D Level 1 LnD, Lev1 -Both - - 3778 - - -339 - - 4413 - 15 Page 19 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 SHEARRESULTS(flexiblewinddesign,continued) Wall D-1 2 Both - - 3778 - 1.0 -339 - - 4413 - Seg. 1 -Both 290.6 - 3778 -1.0 -339 -339 4413 0.86 Seg. 2 -Both 0.0 - 0 -1.0 -339 -339 - - Line E Level 2 LnE, Lev2 -Both - - 1116 - - -339 - - 11801 - Wall E-1 2 Both - - 1116 -1.0 -339 - - 11801 - Seg. 1 -Both 30.1 - 113 -.94 -318 -318 1193 0.09 Seg. 2 -Both 32.1 - 1003 -1.0 -339 -339 10608 0.09 Level 1 LnE, Lev1 -Both - - 2536 - - -495 - - 5695 - Wall E-1 1 Both - - 2536 -1.0 -495 - - 5695 - Seg. 1 -Both 220.5 - 992 -1.0 -495 -495 2229 0.45 Seg. 2 -Both 220.5 - 1544 -1.0 -495 -495 3467 0.45 Line F LnF, Lev1 -Both - - 294 - - -339 - - 3979 - Wall F-1 2 Both - - 294 -1.0 -339 - - 3979 - Seg. 1 -Both 25.0 - 225 -1.0 -339 -339 3055 0.07 Seg. 2 -Both 19.5 - 68 -.78 -264 -264 924 0.07 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is critical forallwalls 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 per4.3.3.4 FTAOwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factoredshear force.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwalls issum bi / FHS from4.3.5.6withbidefined in4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshown isAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityof interiorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,also include unblocked factorCubandaspectratioadjustments. Co-Adjustment factorforperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside or twiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."S" indicates that theseismicdesigncriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 16 Page 20 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 Hold-DownandCompressionDesign(flexiblewinddesign) Level 1 TensileHold-down Line-Location[ft]Load orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-2 L End 0.00 4.13 1 1049 1049 LIMIT w/o 1500 0.70 V Elem 0.00 14.13 1 614 614 Refer to upper level V Elem 0.00 17.87 1 582 582 Refer to upper level V Elem 0.00 22.13 1 813 813 Refer to upper level 1-2 L Op 1 0.00 34.88 1 1047 1047 LIMIT w/o 1500 0.70 1-2 R Op 1 0.00 39.13 1 836 836 LIMIT w/o 1500 0.56 V Elem 0.00 43.88 1 771 771 Refer to upper level 1-2 R End 0.00 53.88 1 835 835 LIMIT w/o 1500 0.56 Line 4 4-1 L End 40.00 0.12 1 981 981 LIMIT w/o 1500 0.65 V Elem 40.00 2.13 1 552 552 Refer to upper level 4-1 L Op 1 40.00 13.88 1 957 957 LIMIT w/o 1500 0.64 4-1 R Op 1 40.00 17.13 1 1015 1015 LIMIT w/o 1500 0.68 V Elem 40.00 18.63 1 516 516 Refer to upper level 4-1 L Op 2 40.00 21.88 1 989 989 LIMIT w/o 1500 0.66 4-1 R Op 2 40.00 25.13 1 977 977 LIMIT w/o 1500 0.65 V Elem 40.00 26.88 1 860 860 Refer to upper level V Elem 40.00 38.13 1 804 804 Refer to upper level 4-1 R End 40.00 43.88 1 952 952 LIMIT w/o 1500 0.63 Line A A-1 L End 0.12 4.00 1 1853 1853 STHD14 (8" S 3815 0.49 A-1 R End 3.38 4.00 1 1853 1853 STHD14 (8" S 3815 0.49 A-3 L End 11.63 4.00 1 1853 1853 STHD14 (8" S 3815 0.49 A-3 R End 14.88 4.00 1 1853 1853 STHD14 (8" S 3815 0.49 A-4 L End 20.13 0.00 1 2836 2836 STHD14 (8" S 3815 0.74 A-4 L Op 1 25.88 0.00 1 2836 2836 STHD14 (8" S 3815 0.74 V Elem 34.13 0.00 1 527 527 Refer to upper level V Elem 39.88 0.00 1 527 527 Refer to upper level Line C V Elem 0.12 14.00 1 780 780 Refer to upper level V Elem 2.88 14.00 1 780 780 Refer to upper level V Elem 9.13 14.00 1 780 780 Refer to upper level V Elem 11.88 14.00 1 780 780 Refer to upper level V Elem 23.38 16.00 1 848 848 Refer to upper level V Elem 39.38 16.00 1 848 848 Refer to upper level Line D D-1 L End 20.63 21.00 1 2667 2667 STHD14 (8" S 3815 0.70 D-1 L Op 1 33.38 21.00 1 2667 2667 STHD14 (8" S 3815 0.70 Line E V Elem 0.12 44.00 1 258 258 Refer to upper level V Elem 3.63 44.00 1 258 258 Refer to upper level V Elem 8.88 44.00 1 259 259 Refer to upper level E-1 L End 20.63 44.00 1 2101 2101 STHD14 (8" S 3815 0.55 E-1 L Op 1 24.88 44.00 1 2101 2101 STHD14 (8" S 3815 0.55 E-1 R Op 1 33.13 44.00 1 2058 2058 STHD14 (8" S 3815 0.54 E-1 R End 39.88 44.00 1 2317 2317 STHD14 (8" S 3815 0.61 Line F F-1 L End 0.12 54.00 1 232 232 LIMIT w/o 1500 0.15 F-1 L Op 1 8.88 54.00 1 232 232 LIMIT w/o 1500 0.15 F-1 R Op 1 17.13 54.00 1 189 189 LIMIT w/o 1500 0.13 F-1 R End 20.37 54.00 1 189 189 LIMIT w/o 1500 0.13 Level 2 TensileHold-down Line-Location[ft]Load orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 14.13 1 614 614 LIMIT w/o 1500 0.41 1-1 L Op 1 0.00 17.87 1 582 582 LIMIT w/o 1500 0.39 1-1 R Op 1 0.00 22.13 1 813 813 LIMIT w/o 1500 0.54 1-1 R End 0.00 43.88 1 771 771 LIMIT w/o 1500 0.51 Line 4 4-1 L End 40.00 2.13 1 552 552 LIMIT w/o 1500 0.37 4-1 L Op 1 40.00 18.63 1 516 516 LIMIT w/o 1500 0.34 4-1 R Op 1 40.00 26.88 1 860 860 LIMIT w/o 1500 0.57 4-1 L Op 2 40.00 38.13 1 804 804 LIMIT w/o 1500 0.54 Line A A-1 L End 20.13 2.00 1 527 527 LIMIT w/o 1500 0.35 A-1 L Op 1 25.88 2.00 1 527 527 LIMIT w/o 1500 0.35 A-1 R Op 1 34.13 2.00 1 527 527 LIMIT w/o 1500 0.35 A-1 R End 39.88 2.00 1 527 527 LIMIT w/o 1500 0.35 17 Page 21 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 Hold-DownandCompressionDesign(flexiblewinddesign,continued) Line C C-1 L End 0.12 14.00 1 780 780 LIMIT w/o 1500 0.52 C-1 L Op 1 2.88 14.00 1 780 780 LIMIT w/o 1500 0.52 C-1 R Op 1 9.13 14.00 1 780 780 LIMIT w/o 1500 0.52 C-1 R End 11.88 14.00 1 780 780 LIMIT w/o 1500 0.52 C-3 L End 23.38 16.00 1 848 848 LIMIT w/o 1500 0.57 C-3 R End 39.38 16.00 1 848 848 LIMIT w/o 1500 0.57 Line E E-1 L End 0.12 44.00 1 258 258 LIMIT w/o 1500 0.17 E-1 L Op 1 3.63 44.00 1 258 258 LIMIT w/o 1500 0.17 E-1 R Op 1 8.88 44.00 1 259 259 LIMIT w/o 1500 0.17 E-1 R End 39.88 44.00 1 259 259 LIMIT w/o 1500 0.17 Legend: Line-Wall: Atwalloropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n – Position of studpack thathold-down isattached toorwhich isapplyingcompression force: VElem – Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwallabove, fromSDPWS4.3.6.4.2.1 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):"Min" TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection. Includes forces transferred fromupper levels. Shear–Overturningcomponent = Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.60;h = wallheight,beff = wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh / Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Uplift–Upliftwind loadcomponent, factored forASDby0.60 Cmb'd–SumofASD-factoredoverturning,deadanduplift forces.Mayalso include the uplift force t fromperforatedwalls fromSDPWS 4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing ofendstudpackonbottomplate Cap–Hold-downs:AllowableASD tension load fromdatabase;Compression: allowableASDbearing force = CtCMCbFcpA;A = crosssectional areaofendstuds.Refer toFramingmaterials table fordetails Crit.Resp.–CriticalResponse = CombinedASD force / AllowableASD tension load Notes: Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResults tableforperforatedfactorCo. Mostsevereofwind loadcases isusedforoverturningcalculation. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 18 Page 22 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 COLLECTORFORCES(flexiblewinddesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-2 LeftWall End 0.00 4.00 -168 168 1-2 LeftOpening 1 0.00 35.00 58 -58 1-2 Right Opening 1 0.00 39.00 -278 277 Line 4 4-1 LeftOpening 1 40.00 14.00 204 -199 4-1 Right Opening 1 40.00 17.00 -73 71 4-1 LeftOpening 2 40.00 22.00 0 0 4-1 Right Opening 2 40.00 25.00 -277 271 Line A A-1 Right Wall End 3.50 4.00 423 -423 A-3 LeftWall End 11.50 4.00 -140 140 A-3 Right Wall End 15.00 4.00 283 -283 A-4 LeftWall End 20.00 0.00 -68 68 A-4 LeftOpening 1 26.00 0.00 985 -985 Line D D-1 LeftWall End 20.50 21.00 -1936 1936 D-1 LeftOpening 1 33.50 21.00 614 -614 Line E E-1 LeftWall End 20.50 44.00 -1300 1300 E-1 LeftOpening 1 25.00 44.00 -593 593 E-1 Right Opening 1 33.00 44.00 -1100 1100 Line F F-1 LeftOpening 1 9.00 54.00 97 -97 F-1 Right Opening 1 17.00 54.00 -18 18 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1 LeftOpening 1 0.00 18.00 37 -35 1-1 Right Opening 1 0.00 22.00 -206 195 Line 4 4-1 LeftOpening 1 40.00 18.75 369 -345 4-1 Right Opening 1 40.00 26.75 7 -6 4-1 LeftOpening 2 40.00 38.25 260 -243 Line A A-1 LeftOpening 1 26.00 2.00 124 -124 A-1 Right Opening 1 34.00 2.00 -124 124 Line C C-1 LeftOpening 1 3.00 14.00 72 -72 C-1 Right Opening 1 9.00 14.00 -253 253 C-1 Right Wall End 12.00 14.00 -180 180 C-3 LeftWall End 23.25 16.00 -790 790 C-3 Right Wall End 39.50 16.00 27 -27 Line E E-1 LeftOpening 1 3.75 44.00 8 -8 E-1 Right Opening 1 8.75 44.00 -131 131 Legend: Line-Wall-Shearline andwallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical loadcase: ASCE7All heightsCase1or 2 ASCE7Low-risecorner;CaseAor B DragstrutForce-Axialforce in transferelementatopenings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline force(vmax from4.3.6.4.1.1 forperforatedwalls) Strap/BlockingForce–ForFTAOwalls, force transferred fromaboveandbelowopening toshearwallpier. ->Due toshearline force in thewest-to-eastorsouth-to-northdirection <-Due toshearline force in theeast-to-westornorth-to-southdirection 19 Page 23 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story ShearFx[lbs]ShearResistance[lbs]DiaphragmForce[lbs] [lbs][sq.ft]E-W N-S E-W N-S E-W N-S Fpx Design Fpx Design 2 34119 1424.0 4851 4851 16370 13154 5770 5770 5770 5770 1 43569 1881.0 3516 3516 14110 20367 7368 13139 7368 7368 All 77689 -8366 8366 -- - - - - Legend: Mass–Sumofallgeneratedand inputbuildingmasseson level = wx inASCE7Eqn.12.8-12. StoryShear–TotalASD-factoredshear force inducedat levelx fromEqn.12.8-11. ShearResistance–Lateraldesignstrengthofallshear-resistingelementsonstory, foruseinweakstoryevaluation(4.1.8). DiaphragmForce–usedbyShearwallsonly fordragstrut forces,asperException to12.10.2.1. Fpx-MinimumASD-factored force fordiaphragmdesign fromEqns.12.10-1,-2,and-3. Design = Thegreaterof thestoryshearandFpx + transfer forces fromdiscontinuousshearlines, factoredbyoverstrength(omega)asper 12.10.1.1.Omega = 2.5asper12.2-1. Design force fordragstrutsaredeterminedonashearline-by-shearline basis,andcanuseFx,Fpx,or“Design”dependingon the locationof transfer forces. 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. WeakStory(SDPWS4.1.8) The lateralresistanceVrofstory1 is less than thatofstory2. Vr1 / Vr2 = 0.862,butV1 / Vr1 = 0.593,so theweakstory ispermitted. 20 Page 24 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 SHEARRESULTS(flexibleseismicdesign) N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line 1 Level 2 Ln1, Lev2 -Both - - 2226 - - -242 - - 6304 - Wall 1-1 2 Both - - 2226 -1.0 -242 - - 6304 - Seg. 1 -Both 85.6 - 342 -1.0 -242 -242 970 0.35 Seg. 2 -Both 85.6 - 1883 -1.0 -242 -242 5334 0.35 Level 1 Ln1, Lev1 -Both - - 4106 - - -242 - - 11153 - Wall 1-2 2 Both - - 4106 -1.0 -242 - - 11153 - Seg. 1 -Both 89.3 - 2767 -1.0 -242 -242 7516 0.37 Seg. 2 -Both 89.3 - 1339 -1.0 -242 -242 3637 0.37 Line 4 Level 2 Ln4, Lev2 -Both - - 2625 - - -242 - - 6850 - Wall 4-1 2 Both - - 2625 -1.0 -242 - - 6850 - Seg. 1 -Both 92.9 - 1556 -1.0 -242 -242 4061 0.38 Seg. 2 -Both 92.9 - 1069 -1.0 -242 -242 2788 0.38 Seg. 3 -Both 0.0 - 0 -1.0 -242 -242 - - Level 1 Ln4, Lev1 -Both - - 4261 - - -242 - - 9214 - Wall 4-1 2 Both - - 4261 -1.0 -242 - - 9214 - Seg. 1 -Both 112.1 - 1570 -1.0 -242 -242 3395 0.46 Seg. 2 -Both 112.1 - 561 -1.0 -242 -242 1212 0.46 Seg. 3 -Both 112.1 - 2130 -1.0 -242 -242 4607 0.46 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 2 LnA, Lev2 -Both - - 644 - - -242 - - 2910 - Wall A-1 2 Both - - 644 -1.0 -242 - - 2910 - Seg. 1 -Both 53.6 - 322 -1.0 -242 -242 1455 0.22 Seg. 2 -Both 53.6 - 322 -1.0 -242 -242 1455 0.22 Level 1 LnA, Lev1 -Both - - 2406 - - -354 - - 4048 - Wall A-1 1 Both 163.5 - 572 -.78 -354 -275 963 0.59 Wall A-3 1 Both 163.5 - 572 -.78 -354 -275 963 0.59 Wall A-4 1 Both - - 1261 -1.0 -354 - - 2122 - Seg. 1 -Both 210.2 - 1261 -1.0 -354 -354 2122 0.59 Seg. 2 -Both 0.0 - 0 -1.0 -354 -354 - - Line C Level 2 LnC, Lev2 -Both - - 2308 - - -242 - - 5031 - Wall C-1 2 Both - - 501 -1.0 -242 - - 1091 - Seg. 1 -Both 83.4 - 250 -.75 -182 -182 546 0.46 Seg. 2 -Both 83.4 - 250 -.75 -182 -182 546 0.46 Wall C-3 2 Both 111.2 - 1808 -1.0 -242 -242 3940 0.46 Line D Level 1 LnD, Lev1 -Both - - 2917 - - -242 - - 3152 - Wall D-1 2^Both - - 2917 -1.0 -242 - - 3152 - Seg. 1 -Both 224.4 - 2917 -1.0 -242 -242 3152 0.93 Seg. 2 -Both 0.0 - 0 -1.0 -242 -242 - - Line E Level 2 LnE, Lev2 -Both - - 1899 - - -242 - - 8429 - Wall E-1 2 Both - - 1899 -1.0 -242 - - 8429 - Seg. 1 -Both 51.2 - 192 -.94 -227 -227 852 0.23 Seg. 2 -Both 54.6 - 1707 -1.0 -242 -242 7577 0.23 Level 1 LnE, Lev1 -Both - - 2838 - - -354 - - 4068 - Wall E-1 1^Both - - 2838 -1.0 -354 - - 4068 - Seg. 1 -Both 246.7 - 1110 -1.0 -354 -354 1592 0.70 Seg. 2 -Both 246.7 - 1727 -1.0 -354 -354 2476 0.70 Line F LnF, Lev1 -Both - - 210 - - -242 - - 2842 - Wall F-1 2 Both - - 210 -1.0 -242 - - 2842 - Seg. 1 -Both 17.9 - 161 -1.0 -242 -242 2182 0.07 Seg. 2 -Both 13.9 - 49 -.78 -189 -189 660 0.07 21 Page 25 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is critical forallwalls 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 per4.3.3.4 FTAOwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factoredshear force.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwalls issum bi / FHS from4.3.5.6withbidefined in4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshown isAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityof interiorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,also include unblocked factorCubandaspectratioadjustments. Co-Adjustment factorforperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside or twiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. 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 forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 22 Page 26 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 Hold-DownandCompressionDesign(flexibleseismicdesign) Level 1 TensileHold-down Line-Location[ft]orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-2 L End 0.00 4.13 1025 1025 LIMIT w/o 1500 0.68 V Elem 0.00 14.13 749 749 Refer to upper level V Elem 0.00 17.87 749 749 Refer to upper level V Elem 0.00 22.13 992 992 Refer to upper level 1-2 L Op 1 0.00 34.88 1025 1025 LIMIT w/o 1500 0.68 1-2 R Op 1 0.00 39.13 817 817 LIMIT w/o 1500 0.54 V Elem 0.00 43.88 992 992 Refer to upper level 1-2 R End 0.00 53.88 817 817 LIMIT w/o 1500 0.54 Line 4 4-1 L End 40.00 0.12 1027 1027 LIMIT w/o 1500 0.68 V Elem 40.00 2.13 763 763 Refer to upper level 4-1 L Op 1 40.00 13.88 1027 1027 LIMIT w/o 1500 0.68 4-1 R Op 1 40.00 17.13 1062 1062 LIMIT w/o 1500 0.71 V Elem 40.00 18.63 763 763 Refer to upper level 4-1 L Op 2 40.00 21.88 1062 1062 LIMIT w/o 1500 0.71 4-1 R Op 2 40.00 25.13 1023 1023 LIMIT w/o 1500 0.68 V Elem 40.00 26.88 1189 1189 Refer to upper level V Elem 40.00 38.13 1189 1189 Refer to upper level 4-1 R End 40.00 43.88 1023 1023 LIMIT w/o 1500 0.68 Line A A-1 L End 0.12 4.00 1585 1585 STHD14 (8" S 3815 0.42 A-1 R End 3.38 4.00 1585 1585 STHD14 (8" S 3815 0.42 A-3 L End 11.63 4.00 1585 1585 STHD14 (8" S 3815 0.42 A-3 R End 14.88 4.00 1585 1585 STHD14 (8" S 3815 0.42 A-4 L End 20.13 0.00 2522 2522 STHD14 (8" S 3815 0.66 A-4 L Op 1 25.88 0.00 2522 2522 STHD14 (8" S 3815 0.66 V Elem 34.13 0.00 548 548 Refer to upper level V Elem 39.88 0.00 548 548 Refer to upper level Line C V Elem 0.12 14.00 831 831 Refer to upper level V Elem 2.88 14.00 831 831 Refer to upper level V Elem 9.13 14.00 831 831 Refer to upper level V Elem 11.88 14.00 831 831 Refer to upper level V Elem 23.38 16.00 904 904 Refer to upper level V Elem 39.38 16.00 904 904 Refer to upper level Line D D-1 L End 20.63 21.00 2059 2059 STHD14 (8" S 3815 0.54 D-1 L Op 1 33.38 21.00 2059 2059 STHD14 (8" S 3815 0.54 Line E V Elem 0.12 44.00 439 439 Refer to upper level V Elem 3.63 44.00 439 439 Refer to upper level V Elem 8.88 44.00 440 440 Refer to upper level E-1 L End 20.63 44.00 2351 2351 STHD14 (8" S 3815 0.62 E-1 L Op 1 24.88 44.00 2351 2351 STHD14 (8" S 3815 0.62 E-1 R Op 1 33.13 44.00 2303 2303 STHD14 (8" S 3815 0.60 E-1 R End 39.88 44.00 2743 2743 STHD14 (8" S 3815 0.72 Line F F-1 L End 0.12 54.00 166 166 LIMIT w/o 1500 0.11 F-1 L Op 1 8.88 54.00 166 166 LIMIT w/o 1500 0.11 F-1 R Op 1 17.13 54.00 135 135 LIMIT w/o 1500 0.09 F-1 R End 20.37 54.00 135 135 LIMIT w/o 1500 0.09 Level 2 TensileHold-down Line-Location[ft]orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 14.13 749 749 LIMIT w/o 1500 0.50 1-1 L Op 1 0.00 17.87 749 749 LIMIT w/o 1500 0.50 1-1 R Op 1 0.00 22.13 992 992 LIMIT w/o 1500 0.66 1-1 R End 0.00 43.88 992 992 LIMIT w/o 1500 0.66 Line 4 4-1 L End 40.00 2.13 763 763 LIMIT w/o 1500 0.51 4-1 L Op 1 40.00 18.63 763 763 LIMIT w/o 1500 0.51 4-1 R Op 1 40.00 26.88 1189 1189 LIMIT w/o 1500 0.79 4-1 L Op 2 40.00 38.13 1189 1189 LIMIT w/o 1500 0.79 Line A A-1 L End 20.13 2.00 548 548 LIMIT w/o 1500 0.37 A-1 L Op 1 25.88 2.00 548 548 LIMIT w/o 1500 0.37 A-1 R Op 1 34.13 2.00 548 548 LIMIT w/o 1500 0.37 A-1 R End 39.88 2.00 548 548 LIMIT w/o 1500 0.37 23 Page 27 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) Line C C-1 L End 0.12 14.00 831 831 LIMIT w/o 1500 0.55 C-1 L Op 1 2.88 14.00 831 831 LIMIT w/o 1500 0.55 C-1 R Op 1 9.13 14.00 831 831 LIMIT w/o 1500 0.55 C-1 R End 11.88 14.00 831 831 LIMIT w/o 1500 0.55 C-3 L End 23.38 16.00 904 904 LIMIT w/o 1500 0.60 C-3 R End 39.38 16.00 904 904 LIMIT w/o 1500 0.60 Line E E-1 L End 0.12 44.00 439 439 LIMIT w/o 1500 0.29 E-1 L Op 1 3.63 44.00 439 439 LIMIT w/o 1500 0.29 E-1 R Op 1 8.88 44.00 440 440 LIMIT w/o 1500 0.29 E-1 R End 39.88 44.00 440 440 LIMIT w/o 1500 0.29 Legend: Line-Wall: Atwalloropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n – Position of studpack thathold-down isattached to: VElem – Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwallabove, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection. Includes forces transferred fromupper levels. Shear–Overturningcomponent =Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.70;h = wallheight , beff = wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh / Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Ev–Verticalseismic loadeffect fromASCE712.4.2.2 = -0.2SdsxASD factorxunfactoredD = 0.233SDSx factoredD.Refer toSeismic Information table formoredetails. Cmb'd–SumofASD-factoredoverturning,deadandverticalseismic forces.Mayalso include the uplift force t fromperforatedwalls from SDPWS4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing ofendstudpackonbottomplate Cap–Hold-downs:AllowableASD tension load fromdatabase;Compression:AllowableASDbearing force = CtCMCbFcpA;A = crosssectional areaofendstuds.Refer toFramingmaterials table fordetails. 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 to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResults tableforperforatedfactorCo. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 24 Page 28 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 7708 7708 1-2 LeftWall End 0.00 4.00 -308 308 1-2 LeftOpening 1 0.00 35.00 107 -107 1-2 Right Opening 1 0.00 39.00 -509 509 Line 4 Shearline force 7566 7566 4-1 LeftOpening 1 40.00 14.00 380 -380 4-1 Right Opening 1 40.00 17.00 -136 136 4-1 Right Opening 2 40.00 25.00 -516 516 Line A Shearline force 4662 4662 A-1 Right Wall End 3.50 4.00 701 -701 A-3 LeftWall End 11.50 4.00 -231 231 A-3 Right Wall End 15.00 4.00 470 -470 A-4 LeftWall End 20.00 0.00 -113 113 A-4 LeftOpening 1 26.00 0.00 1632-1632 Line D Shearline force 6716 6716 D-1 LeftWall End 20.50 21.00 -3442 3442 D-1 LeftOpening 1 33.50 21.00 1091-1091 Line E Shearline force 3864 3864 E-1 LeftWall End 20.50 44.00 -1980 1980 E-1 LeftOpening 1 25.00 44.00 -903 903 E-1 Right Opening 1 33.00 44.00 -1676 1676 Line F Shearline force 440 440 F-1 LeftOpening 1 9.00 54.00 145 -145 F-1 Right Opening 1 17.00 54.00 -27 27 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 2648 2648 1-1 LeftOpening 1 0.00 18.00 54 -54 1-1 Right Opening 1 0.00 22.00 -299 299 Line 4 Shearline force 3122 3122 4-1 LeftOpening 1 40.00 18.75 606 -606 4-1 Right Opening 1 40.00 26.75 11 -11 4-1 LeftOpening 2 40.00 38.25 427 -427 Line A Shearline force 766 766 A-1 LeftOpening 1 26.00 2.00 153 -153 A-1 Right Opening 1 34.00 2.00 -153 153 Line C Shearline force 2746 2746 C-1 LeftOpening 1 3.00 14.00 92 -92 C-1 Right Opening 1 9.00 14.00 -320 320 C-1 Right Wall End 12.00 14.00 -228 228 C-3 LeftWall End 23.25 16.00 -1000 1000 C-3 Right Wall End 39.50 16.00 34 -34 Line E Shearline force 2259 2259 E-1 LeftOpening 1 3.75 44.00 17 -17 E-1 Right Opening 1 8.75 44.00 -266 266 Legend: Line-Wall-Shearline andwallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView DragstrutForce-Axialforce in transferelementatopenings,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. 25 Page 29 of 46 WoodWorks®Shearwalls 2603-A(DO)-SHEAR.wswu Apr. 22, 2025 08:31:15 Strap/BlockingForce–ForFTAOwalls, force transferred fromaboveandbelowopening toshearwallpier. ->Due toshearline force in thewest-to-eastorsouth-to-northdirection <-Due toshearline force in theeast-to-westornorth-to-southdirection 26 Page 30 of 46 R1 Apr.23,202511:02 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(7.00') psf Load2 Snow Full Area 25.00(7.00') psf Self-weight Dead Full UDL 6.0 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 8.088' 8.044'0' Unfactored: Dead 449 449 Snow 708 708 Factored: Total 1157 1157 Bearing: Capacity Beam 1157 1157 Support 1281 1281 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.53 0.53 Min req'd 0.53 0.53 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 R1 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All-Timber-softBeam, D.Fir-L No.2 Totallength:8.06'; Clear span:8.0';Volume=1.4 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 = 57 Fv' = 207 psi fv/Fv' = 0.28 Bending(+) fb = 905 Fb' = 1329 psi fb/Fb' = 0.68 Live Defl'n 0.09 = < L/999 0.27 = L/360 in 0.35 Total Defl'n 0.18 = L/533 0.40 = L/240 in 0.45 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 0.987 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 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 Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 1150, V design = 971 (NDS 3.4.3.1(a)) lbs; M(+) = 2314 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 = 8.06' Le = 14.94' RB = 10.3 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. Page 31 of 46 R2 Apr.23,202511:02 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.04 10.04 15.00(3.00') psf Load2 Snow Partial Area 0.04 10.04 25.00(3.00') psf Load3 Dead Partial Area 10.04 11.79 15.00(9.25') psf Load4 Snow Partial Area 10.04 11.79 25.00(9.25') psf Load5 Dead Point 10.04 672 lbs Load6 Snow Point 10.04 1038 lbs Self-weight Dead Full UDL 9.4 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 11.891' 11.821'0' Unfactored: Dead 435 1040 Snow 621 1572 Factored: Total 1057 2611 Bearing: Capacity Beam 1094 2611 Support 1211 2891 Des ratio Beam 0.97 1.00 Support 0.87 0.90 Load comb #2 #2 Length 0.50* 1.19 Min req'd 0.50* 1.19 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 R2 Lumber-soft, D.Fir-L, No.2,4x12(3-1/2"x11-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:11.88';Clearspan:11.75';Volume = 3.3cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 86 Fv' = 207 psi fv/Fv' = 0.42 Bending(+) fb = 704 Fb' = 1104 psi fb/Fb' = 0.64 Live Defl'n 0.10 = < L/999 0.39 = L/360 in 0.25 Total Defl'n 0.20 = L/723 0.59 = L/240 in 0.33 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 0.970 1.100 - 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 + 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 Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 2611, V design = 2266 (NDS 3.4.3.1(a)) lbs; M(+) = 4334 lbs-ft EI = 664.44e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 11.81' Le = 22.06' RB = 15.6 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. Page 32 of 46 R3 Apr.23,202511:02 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(24.0") psf Load2 Snow Full Area 25.00(24.0") psf Self-weight Dead Full UDL 3.5 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 11.563'0' Unfactored: Dead 205 205 Snow 291 291 Factored: Total 496 496 Bearing: F'theta 437 437 Capacity Joist 496 496 Support 886 886 Des ratio Joist 1.00 1.00 Support 0.56 0.56 Load comb #2 #2 Length 0.76 0.76 Min req'd 0.76 0.76 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 R3 Lumber-soft, Hem-Fir, No.2,2x12(1-1/2"x11-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Roofjoistspacedat24.0"c/c; Totallength:12.56';Clearspan(horz):11.5';Volume = 1.5cu.ft.;Pitch:4/12 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 = 35 Fv' = 172 psi fv/Fv' = 0.20 Bending(+) fb = 541 Fb' = 1124 psi fb/Fb' = 0.48 Live Defl'n 0.10 = < L/999 0.61 = L/240 in 0.16 Total Defl'n 0.20 = L/735 0.81 = L/180 in 0.24 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.15 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 + 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 Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 468, V design = 393 (NDS 3.4.3.1(a)) lbs; M(+) = 1426 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" Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 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.SLOPEDBEAMS:levelbearingisrequiredforallslopedbeams. Page 33 of 46 R4 Apr.23,202511:03 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 15.00(24.0") psf Load2 Snow Full Area Yes 25.00(24.0") psf Self-weight Dead Full UDL No 1.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 1.521' 3 .3 4' 3.063'0' Unfactored: Dead 101 5 Snow 147 24 Factored: Uplift -6 Total 247 29 Bearing: F'theta 456 456 Capacity Joist 598 342 Support 586 586 Des ratio Joist 0.41 0.08 Support 0.42 0.05 Load comb #2 #4 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.75 1.00 Cb min 1.75 1.00 Cb support 1.25 1.25 Fcp sup 625 625 *Minimumbearing lengthsettingused:1/2"forendsupportsand1/2"for interiorsupports R4 Lumber-soft,Hem-Fir,No.2,2x6(1-1/2"x5-1/2") Supports:All-Timber-softBeam,D.Fir-LNo.2 Roof joistspacedat24.0"c/c;Total length:3.56';Clearspan(horz):1.5',1.5';Volume = 0.2cu.ft.;Pitch:5/12 Lateralsupport: top = continuous,bottom = atsupports;Repetitivefactor:appliedwherepermitted(refer toonlinehelp); ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 16 Fv' = 172 psi fv/Fv' = 0.09 Bending(+) fb = 4 Fb' = 1461 psi fb/Fb' = 0.00 Bending(-) fb = 155 Fb' = 1440 psi fb/Fb' = 0.11 Deflection: Interior Live negligible Total negligible Cantil. Live 0.01 = < L/999 0.16 = L/120 in 0.03 Total 0.01 = < L/999 0.22 = L/90 in 0.05 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 4 Fb'- 850 1.15 1.00 1.00 0.985 1.300 - 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 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #4 = D + S (pattern: sS) Bending(-): LC #2 = D + S Deflection: LC #3 = (live) LC #3 = (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #4 = D + S (pattern: sS) Support 2 – LC #3 = D + S (pattern: Ss) Load Types: D=dead S=snow 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; all LC’s listed in the Analysis report CALCULATIONS: V max = 118, V design = 89 (NDS 3.4.3.1(a)) lbs M(+) = 2 lbs-ft; M(-) = 98 lbs-ft EI = 27.04e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Lateral stability(-): Lu = 1.63' Le = 3.06' RB = 9.5; Lu based on full span Design Notes: 1.Analysisanddesignare inaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflection limitsareappropriateforyourapplication. 3.ContinuousorCantileveredBeams:NDSClause4.2.5.5requires thatnormal gradingprovisionsbeextended to themiddle2/3of2spanbeamsand to thefull lengthofcantileversandotherspans. 4.Sawn lumberbendingmembersshall be laterallysupportedaccording to theprovisionsofNDSClause4.4.1. 5.SLOPEDBEAMS: level bearing isrequiredforallslopedbeams. Page 34 of 46 SF1 Apr.23,202511:04 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(8.00') psf Load3 Live Full Area 40.00(8.00') psf Load4 Dead Full Area 15.00(5.00') psf Load5 Snow Full Area 25.00(5.00') psf Load6 Dead Full Area 15.00(15.50') psf Load7 Snow Full Area 25.00(15.50') psf Self-weight Dead Full UDL 8.5 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 8.341' 8.171'0' Unfactored: Dead 2051 2051 Live 1335 1335 Snow 2137 2137 Factored: Total 4655 4655 Bearing: Capacity Beam 4655 4655 Support 4956 4956 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #3 #3 Length 2.05 2.05 Min req'd 2.05 2.05 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF1 Glulam-Unbalan.,WestSpecies,24F-V4 DF,3-1/2"x10-1/2" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:8.31';Clearspan:8';Volume = 2.1cu.ft.;7laminations,3-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 142 Fv' = 305 psi fv/Fv' = 0.47 Bending(+) fb = 1738 Fb' = 2661 psi fb/Fb' = 0.65 Live Defl'n 0.10 = L/951 0.27 = L/360 in 0.38 Total Defl'n 0.22 = L/436 0.41 = L/240 in 0.55 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 0.964 1.000 - - 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 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) Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 4561, V design = 3489 (NDS 3.4.3.1(a)) lbs; M(+) = 9315 lbs-ft EI = 607.74e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 8.19' Le = 15.94' RB = 12.8 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 35 of 46 SF2 Apr.23,202511:04 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Partial Area 0.18 9.68 12.00(8.00') psf Load3 Live Partial Area 0.18 9.68 40.00(8.00') psf Load4 Dead Partial Area 9.68 14.26 12.00(9.75') psf Load5 Live Partial Area 9.68 14.26 40.00(9.75') psf Load6 Dead Full Area 15.00(5.00') psf Load7 Snow Full Area 25.00(5.00') psf Load8 Dead Partial Area 2.93 14.26 15.00(15.50') psf Load9 Snow Partial Area 2.93 14.26 25.00(15.50') psf Load10 Dead Point 2.93 617 lbs Load11 Snow Point 2.93 1006 lbs Self-weight Dead Full UDL 19.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 14.458' 14.269'0' Unfactored: Dead 3506 3705 Live 2307 2519 Snow 3482 3722 Factored: Total 7848 8386 Bearing: Capacity Beam 7848 8386 Support 8061 8613 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #3 #3 Length 2.20 2.35 Min req'd 2.20 2.35 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF2 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x15" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:14.44';Clearspan:14.063';Volume = 8.3cu.ft.;10laminations,5-1/2"maximumwidth, Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 127 Fv' = 305 psi fv/Fv' = 0.42 Bending(+) fb = 1744 Fb' = 2760 psi fb/Fb' = 0.63 Live Defl'n 0.22 = L/777 0.48 = L/360 in 0.46 Total Defl'n 0.48 = L/353 0.71 = L/240 in 0.68 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 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) Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 7825, V design = 7008 (NDS 3.4.3.1(a)) lbs; M(+) = 29974 lbs-ft EI = 2784.33e06 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. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 36 of 46 SF3 Apr.23,202511:05 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(9.75') psf Load2 Live Full Area 40.00(9.75') psf Load5 Dead Full UDL 48.0 plf Load4 Dead Partial Area 0.22 0.60 15.00(15.00') psf Load6 Snow Partial Area 0.22 0.60 25.00(15.00') psf Load7 Dead Partial Area 3.10 19.30 15.00(15.00') psf Load8 Snow Partial Area 3.10 19.30 25.00(15.00') psf Load9 Dead Point 0.60 298 lbs Load10 Snow Point 0.60 484 lbs Load11 Dead Point 3.10 298 lbs Load12 Snow Point 3.10 484 lbs Self-weight Dead Full UDL 22.8 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 19.525' 19.302'0' Unfactored: Dead 4008 3980 Live 3807 3807 Snow 3605 3580 Factored: Total 9567 9521 Bearing: Capacity Beam 9567 9521 Support 9826 9779 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #3 #3 Length 2.68 2.66 Min req'd 2.68 2.66 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF3 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x18" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:19.5';Clearspan:19.063';Volume = 13.4cu.ft.;12laminations,5-1/2"maximumwidth, Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 122 Fv' = 305 psi fv*/Fv' = 0.40 Bending(+) fb = 1858 Fb' = 2654 psi fb/Fb' = 0.70 Live Defl'n 0.37 = L/621 0.64 = L/360 in 0.58 Total Defl'n 0.78 = L/298 0.97 = L/240 in 0.80 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 1.000 0.962 - - 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 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) Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 9516, V design* = 8039 (NDS 3.4.3.1(a)) lbs; M(+) = 45994 lbs-ft EI = 4811.32e06 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. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 37 of 46 SF4 Apr.23,202511:05 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(15.50') psf Load2 Snow Full Area 25.00(15.50') psf Load3 Dead Partial Area 0.09 2.59 15.00(6.00') psf Load4 Snow Partial Area 0.09 2.59 25.00(6.00') psf Load5 Dead Partial Area 2.59 8.09 15.00(1.00') psf Load6 Snow Partial Area 2.59 8.09 25.00(1.00') psf Load7 Dead Point 2.59 297 lbs Load8 Snow Point 2.59 451 lbs Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 8.164' 8.082'0' Unfactored: Dead 1432 1192 Snow 2255 1872 Factored: Total 3686 3065 Bearing: Capacity Beam 3686 3065 Support 3937 3274 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 1.07 0.89 Min req'd 1.07 0.89 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF4 Timber-soft, D.Fir-L, No.2,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:8.19';Clearspan:8.0';Volume = 3.6cu.ft.;Beamorstringer Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 67 Fv' = 195 psi fv/Fv' = 0.34 Bending(+) fb = 679 Fb' = 999 psi fb/Fb' = 0.68 Live Defl'n 0.05 = < L/999 0.27 = L/360 in 0.20 Total Defl'n 0.11 = L/911 0.40 = L/240 in 0.26 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 0.993 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 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 + 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 Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 3658, V design = 2804 (NDS 3.4.3.1(a)) lbs; M(+) = 6860 lbs-ft EI = 906.17e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 8.06' Le = 16.06' RB = 8.6 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. Page 38 of 46 SF5 Apr.23,202511:06 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(8.17') psf Load3 Live Full Area 40.00(8.17') psf Load4 Dead Full Area 15.00(2.00') psf Load5 Snow Full Area 25.00(2.00') psf Load6 Dead Partial Area 0.09 3.59 15.00(5.00') psf Load7 Snow Partial Area 0.09 3.59 25.00(5.00') psf Load8 Dead Partial Area 3.59 10.67 15.00(6.00') psf Load9 Snow Partial Area 3.59 10.67 25.00(6.00') psf Load10 Dead Partial Area 10.67 11.17 15.00(5.00') psf Load11 Snow Partial Area 10.67 11.17 25.00(5.00') psf Self-weight Dead Full UDL 11.4 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 11.261' 11.17'0' Unfactored: Dead 1689 1718 Live 1840 1840 Snow 1039 1087 Factored: Total 3848 3913 Bearing: Capacity Beam 3848 3913 Support 3953 4019 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #3 #3 Length 1.08 1.09 Min req'd 1.08 1.09 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF5 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x9" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:11.25';Clearspan:11.063';Volume = 3.9cu.ft.;6laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 92 Fv' = 265 psi fv/Fv' = 0.35 Bending(+) fb = 1596 Fb' = 2375 psi fb/Fb' = 0.67 Live Defl'n 0.23 = L/588 0.37 = L/360 in 0.61 Total Defl'n 0.49 = L/270 0.56 = L/240 in 0.89 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0.990 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 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) Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 3534, V design = 3039 (NDS 3.4.3.1(a)) lbs; M(+) = 9876 lbs-ft EI = 601.42e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 11.19' Le = 20.56' RB = 8.6 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 39 of 46 SF6 Apr.23,202511:23 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(7.00') psf Load3 Live Full Area 40.00(7.00') psf Load4 Dead Full Area 15.00(1.00') psf Load5 Snow Full Area 25.00(1.00') psf Load6 Dead Full Area 15.00(2.00') psf Load7 Snow Full Area 25.00(2.00') psf Self-weight Dead Full UDL 19.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 19.309' 19.194'0' Unfactored: Dead 2200 2200 Live 2703 2703 Snow 724 724 Factored: Total 4903 4903 Bearing: Capacity Beam 4903 4903 Support 5036 5036 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.37 1.37 Min req'd 1.37 1.37 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF6 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x15" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:19.31';Clearspan:19.063';Volume = 11.1cu.ft.;10laminations,5-1/2"maximumwidth, Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 77 Fv' = 265 psi fv/Fv' = 0.29 Bending(+) fb = 1361 Fb' = 2352 psi fb/Fb' = 0.58 Live Defl'n 0.31 = L/749 0.64 = L/360 in 0.48 Total Defl'n 0.68 = L/337 0.96 = L/240 in 0.71 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 0.980 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 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 Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 4875, V design = 4211 (NDS 3.4.3.1(a)) lbs; M(+) = 23395 lbs-ft EI = 2784.33e06 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. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 40 of 46 SF9 Apr.23,202511:24 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(1.00') psf Load3 Live Full Area 40.00(1.00') psf Load4 Dead Partial Area 0.15 2.15 15.00(11.50') psf Load5 Snow Partial Area 0.15 2.15 25.00(11.50') psf Load6 Dead Partial Area 2.15 3.15 15.00(2.00') psf Load7 Snow Partial Area 2.15 3.15 25.00(2.00') psf Load8 Dead Point 2.15 3980 lbs Load9 Live Point 2.15 3807 lbs Load10 Snow Point 2.15 3580 lbs Self-weight Dead Full UDL 8.5 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 3.396' 3.198'0' Unfactored: Dead 1800 2894 Live 1404 2539 Snow 1649 2556 Factored: Total 4090 6716 Bearing: Capacity Beam 4090 6716 Support 4354 7149 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #3 #3 Length 1.80 2.95 Min req'd 1.80 2.95 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF9 Glulam-Unbalan.,WestSpecies,24F-V4DF,3-1/2"x10-1/2" Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:3.38';Clearspan:3';Volume = 0.9cu.ft.;7 laminations,3-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 265 Fv' = 305 psi fv/Fv' = 0.87 Bending(+) fb = 1382 Fb' = 2730 psi fb/Fb' = 0.51 Live Defl'n 0.01 = < L/999 0.11 = L/360 in 0.10 Total Defl'n 0.02 = < L/999 0.16 = L/240 in 0.14 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 0.989 1.000 - - 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 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) Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 6499, V design = 6499 (NDS 3.4.3.1(a)) lbs; M(+) = 7409 lbs-ft EI = 607.74e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 3.19' Le = 6.56' RB = 8.2 Design Notes: 1.Analysisanddesignare inaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflection limitsareappropriateforyourapplication. 3.Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufactured inaccordancewithANSIA190.1-2012 4.GLULAM:bxd = actual breadthxactual depth. 5.GlulamBeamsshall be laterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6.GLULAM:bearing lengthbasedonsmallerofFcp(tension),Fcp(comp'n). Page 41 of 46 F1 Apr.23,202508:34 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(16.0") psf Load2 Live Full Area 40.00(16.0") psf Self-weight Dead Full UDL 2.9 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 13.803' 13.735'0' Unfactored: Dead 130 130 Live 368 368 Factored: Total 498 498 Bearing: Capacity Joist 498 498 Support 961 961 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.82 0.82 Min req'd 0.82 0.82 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 F1 Lumber-soft, Hem-Fir, No.2,2x10(1-1/2"x9-1/4") Supports:All-Timber-softBeam, D.Fir-L No.2 Floorjoist spacedat16.0" c/c; Totallength:13.81'; Clear span:13.688';Volume=1.3 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 = 47 Fv' = 150 psi fv/Fv' = 0.32 Bending(+) fb = 955 Fb' = 1075 psi fb/Fb' = 0.89 Live Defl'n 0.33 = L/496 0.46 = L/360 in 0.73 Total Defl'n 0.51 = L/324 0.69 = L/240 in 0.74 AdditionalData: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.15 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L Load Types: D=dead L=live Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 496, V design = 438 (NDS 3.4.3.1(a)) lbs; M(+) = 1703 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" 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. Page 42 of 46 F2 Apr.23,202508:34 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 12.00(7.58') psf Load2 Live Full Area Yes 40.00(7.58') psf Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6' 12.042' 12'0' Unfactored: Dead 220 728 220 Live 803 2275 803 Factored: Total 1023 3003 1023 Bearing: Capacity Beam 1094 3532 1094 Support 1211 3003 1211 Des ratio Beam 0.94 0.85 0.94 Support 0.84 1.00 0.84 Load comb #3 #2 #4 Length 0.50* 1.24 0.50* Min req'd 0.50* 1.24** 0.50* Cb 1.00 1.30 1.00 Cb min 1.00 1.30 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F2 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:12.06';Clearspan:5.938',5.938';Volume = 2.1cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 73 Fv' = 180 psi fv/Fv' = 0.41 Bending(+) fb = 503 Fb' = 1150 psi fb/Fb' = 0.44 Bending(-) fb = 705 Fb' = 1150 psi fb/Fb' = 0.61 Live Defl'n 0.03 = < L/999 0.20 = L/360 in 0.17 Total Defl'n 0.04 = < L/999 0.30 = L/240 in 0.15 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 0.983 1.300 - 1.00 1.00 1.00 3 Fb'- 900 1.00 1.00 1.00 0.983 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #3 = D + L (pattern: L_) Bending(-): LC #2 = D + L Deflection: LC #3 = (live) LC #3 = (total) Bearing : Support 1 – LC #3 = D + L (pattern: L_) Support 2 – LC #2 = D + L Support 3 – LC #4 = D + L (pattern: _L) Load Types: D=dead L=live 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; all LC’s listed in the Analysis report CALCULATIONS: V max = 1501, V design = 1240 (NDS 3.4.3.1(a)) lbs M(+) = 1285 lbs-ft; M(-) = 1802 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 = 12.00' Le = 22.06' RB = 12.5; Lu based on full length Lateral stability(-): Lu = 12.00' Le = 22.06' RB = 12.5; 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. Page 43 of 46 F3 Apr.23,202508:35 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 12.00(10.00') psf Load2 Live Full Area Yes 40.00(10.00') psf Load11 Dead Point No 11.20 234 lbs Load12 Live Point Yes 11.20 733 lbs Load5 Dead Full Area No 12.00(14.00') psf Load6 Live Full Area Yes 40.00(14.00') psf Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 1.33'4.33'7.83' 11.26' 11.205'0' Unfactored: Dead 841 907 1162 635 Live 2956 3715 4027 2232 Factored: Total 3797 4621 5189 2867 Bearing: Capacity Beam 4250 4994 5507 2867 Support 3797 4621 5189 3174 Des ratio Beam 0.89 0.93 0.94 1.00 Support 1.00 1.00 1.00 0.90 Load comb #13 #8 #15 #12 Length 1.57 1.91 2.14 1.31 Min req'd 1.57** 1.91** 2.14** 1.31 Cb 1.24 1.20 1.18 1.00 Cb min 1.24 1.20 1.18 1.00 Cb support 1.11 1.11 1.11 1.11 Fcp sup 625 625 625 625 **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F3 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:11.25';Clearspan:1.25',2.875',3.313',3.25';Volume = 2.0cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 105 Fv' = 180 psi fv/Fv' = 0.58 Bending(+) fb = 524 Fb' = 1155 psi fb/Fb' = 0.45 Bending(-) fb = 679 Fb' = 1155 psi fb/Fb' = 0.59 Deflection: Interior Live 0.01 = < L/999 0.11 = L/360 in 0.10 Total 0.02 = < L/999 0.17 = L/240 in 0.09 Cantil. Live 0.02 = L/919 0.09 = L/180 in 0.20 Total 0.02 = L/800 0.13 = L/120 in 0.15 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 15 Fb'+ 900 1.00 1.00 1.00 0.987 1.300 - 1.00 1.00 1.00 12 Fb'- 900 1.00 1.00 1.00 0.987 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 7 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 7 CRITICALLOADCOMBINATIONS: Shear : LC #15 = D + L (pattern: L_LL) Bending(+): LC #12 = D + L (pattern: _L_L) Bending(-): LC #15 = D + L (pattern: L_LL) Deflection: LC #7 = (live) LC #7 = (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) Load Types: D=dead L=live 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; all LC’s listed in the Analysis report CALCULATIONS: V max = 2631, V design = 1770 (NDS 3.4.3.1(a)) lbs M(+) = 1338 lbs-ft; M(-) = 1736 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 = 11.19' Le = 17.94' RB = 11.3; Lu based on full length Lateral stability(-): Lu = 11.19' Le = 17.94' RB = 11.3; 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. Page 44 of 46 F4 Apr.23,202508:36 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 12.00(7.33') psf Load2 Live Full Area Yes 40.00(7.33') psf Load3 Dead Full Area No 12.00(11.50') psf Load4 Live Full Area Yes 40.00(11.50') psf Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 4.5' 10.367' 9'10.33'0' Unfactored: Dead 411 1237 757 Live 1548 4237 2670 Factored: Total 1959 5473 3427 Bearing: Capacity Beam 1959 5764 3915 Support 2169 5473 3427 Des ratio Beam 1.00 0.95 0.88 Support 0.90 1.00 1.00 Load comb #7 #5 #8 Length 0.90 2.26 1.41 Min req'd 0.90 2.26** 1.41** Cb 1.00 1.17 1.27 Cb min 1.00 1.17 1.27 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F4 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:10.38';Clearspan:4.375',4.375',1.25';Volume = 1.8cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 123 Fv' = 180 psi fv/Fv' = 0.68 Bending(+) fb = 734 Fb' = 1156 psi fb/Fb' = 0.64 Bending(-) fb = 956 Fb' = 1156 psi fb/Fb' = 0.83 Deflection: Interior Live 0.03 = < L/999 0.15 = L/360 in 0.20 Total 0.04 = < L/999 0.22 = L/240 in 0.17 Cantil. Live -0.03 = L/575 0.09 = L/180 in 0.31 Total -0.03 = L/537 0.13 = L/120 in 0.22 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 5 Fb'+ 900 1.00 1.00 1.00 0.988 1.300 - 1.00 1.00 1.00 7 Fb'- 900 1.00 1.00 1.00 0.988 1.300 - 1.00 1.00 1.00 5 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICALLOADCOMBINATIONS: Shear : LC #5 = D + L (pattern: LL_) Bending(+): LC #7 = D + L (pattern: L_L) Bending(-): LC #5 = D + L (pattern: LL_) Deflection: LC #4 = (live) LC #4 = (total) Bearing : Support 1 – LC #7 = D + L (pattern: L_L) Support 2 – LC #5 = D + L (pattern: LL_) Support 3 – LC #8 = D + L (pattern: _LL) Load Types: D=dead L=live 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; all LC’s listed in the Analysis report CALCULATIONS: V max = 2759, V design = 2080 (NDS 3.4.3.1(a)) lbs M(+) = 1876 lbs-ft; M(-) = 2442 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 = 10.31' Le = 16.69' RB = 10.9; Lu based on full length Lateral stability(-): Lu = 10.31' Le = 16.69' RB = 10.9; 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. Page 45 of 46 F5 Apr.23,202508:37 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 12.00(8.50') psf Load2 Live Full Area Yes 40.00(8.50') psf Load3 Dead Partial Area No 0.00 2.25 12.00(8.00') psf Load4 Live Partial Area Yes 0.00 2.25 40.00(8.00') psf Load5 Dead Partial Area No 4.67 5.25 12.00(8.00') psf Load6 Live Partial Area Yes 4.67 5.25 40.00(8.00') psf Load7 Dead Partial Area No 0.00 2.25 15.00(5.00') psf Load8 Snow Partial Area Yes 0.00 2.25 25.00(5.00') psf Load9 Dead Partial Area No 4.67 5.25 15.00(5.00') psf Load10 Snow Partial Area Yes 4.67 5.25 25.00(5.00') psf Load11 Dead Partial Area No 0.00 2.25 15.00(15.50') psf Load12 Snow Partial Area Yes 0.00 2.25 25.00(15.50') psf Load13 Dead Point No 2.25 948 lbs Load14 Live Point Yes 2.25 451 lbs Load15 Snow Point Yes 2.25 1138 lbs Load16 Dead Point No 4.67 563 lbs Load17 Live Point Yes 4.67 445 lbs Load18 Snow Point Yes 4.67 509 lbs Load19 Dead Point No 5.25 3506 lbs Load20 Live Point Yes 5.25 2307 lbs Load21 Snow Point Yes 5.25 3482 lbs Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 1.33'5.122' 9.184' 9.163'0' Unfactored: Dead 2002 4904 110 Live 2239 4800 641 Snow 2068 4443 -82 Factored: Uplift -42 Total 5233 11836 751 Bearing: Capacity Beam 5547 11836 1094 Support 5233 12196 1211 Des ratio Beam 0.94 1.00 0.69 Support 1.00 0.97 0.62 Load comb #21 #24 #9 Length 2.16 5.04 0.50* Min req'd 2.16** 5.04 0.50* Cb 1.17 1.07 1.00 Cb min 1.17 1.07 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 *Minimumbearing lengthsettingused:1/2"forendsupports **Minimumbearing lengthgovernedby therequiredwidthof thesupportingmember. F5 Lumber-soft,D.Fir-L,No.2,4x8(3-1/2"x7-1/4") Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:9.19';Clearspan:1.25',3.5',3.813';Volume = 1.6cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 140 Fv' = 207 psi fv/Fv' = 0.68 Bending(+) fb = 672 Fb' = 1329 psi fb/Fb' = 0.51 Bending(-) fb = 518 Fb' = 1158 psi fb/Fb' = 0.45 Deflection: Interior Live 0.01 = < L/999 0.13 = L/360 in 0.11 Total 0.02 = < L/999 0.19 = L/240 in 0.12 Cantil. Live -0.02 = L/944 0.09 = L/180 in 0.19 Total -0.02 = L/696 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 1.15 1.00 1.00 - - - - 1.00 1.00 21 Fb'+ 900 1.15 1.00 1.00 0.987 1.300 - 1.00 1.00 1.00 20 Fb'- 900 1.00 1.00 1.00 0.989 1.300 - 1.00 1.00 1.00 10 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 20 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 20 CRITICALLOADCOMBINATIONS: Shear : LC #21 = D + 0.75(L + S) (pattern: XXs) Bending(+): LC #20 = D + 0.75(L + S) (pattern: sXs) Bending(-): LC #10 = D + L (pattern: _LL) Deflection: LC #20 = (live) LC #20 = (total) Bearing : Support 1 – LC #21 = D + 0.75(L + S) (pattern: XXs) Support 2 – LC #24 = D + 0.75(L + S) (pattern: sXX) Support 3 – LC #9 = D + L (pattern: L_L) Support 3 – LC #20 = D + 0.75(L + S) (pattern: sXs) Load Types: D=dead L=live S=snow 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; all LC’s listed in the Analysis report CALCULATIONS: V max = 3383, V design = 2369 (NDS 3.4.3.1(a)) lbs M(+) = 1718 lbs-ft; M(-) = 1323 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 = 9.19' Le = 15.00' RB = 10.3; Lu based on full length Lateral stability(-): Lu = 9.19' Le = 15.00' RB = 10.3; Lu based on full length Design Notes: 1.Analysisanddesignare inaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflection limitsareappropriateforyourapplication. 3.ContinuousorCantileveredBeams:NDSClause4.2.5.5requires thatnormal gradingprovisionsbeextended to themiddle2/3of2spanbeamsand to thefull lengthofcantileversandotherspans. 4.Sawn lumberbendingmembersshall be laterallysupportedaccording to theprovisionsofNDSClause4.4.1. 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