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HomeMy WebLinkAboutEngineering CalcsP.O. BOX 108, MILTON, WA 98354 Phone (253) 344-1666 ENGINEERING, PLLC PHILLIPS STRUCTURAL ORIGINAL STAMP MUST BE RED TO BE VALID AUG. 6, 2025 12/1/2025 ENGINEERING ANALYSIS FOR: SOUNDBUILT HOMES LLC SITE: The enclosed documents are to be used in conjunction with the plans referenced on the cover page. It is imperative that the contractor study and understand the engineering requirements and any required changes to the architectural plan prior to start of work. Modifications may include additional foundations or footings, beam and framing size, sheathing, etc. Scope of Engineering: Engineering analysis and design to resist lateral and gravity loads in accordance with the 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 47 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.12612-SHEAR.wswu July28,202510:13:55 -10'-5'0'5'10'15'20'25'30'35'40'45' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' F-1 A-1 C-1 E-1 D-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level 1of 2 Page 3 of 47 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.12612-SHEAR.wswu July28,202510:13:55 -10'-5'0'5'10'15'20'25'30'35'40'45' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' F-1 B-1 B-2 C-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level 2of 2 Page 4 of 47 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 2612-SHEAR.wswu Jul.28,202510:14:10 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 0.205s 0.205s Approximate Ta 0.205s 0.205s Maximum T 0.288s 0.288s 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 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 20.02 0.0 Level 2 12.02 1'-6.0 8.00 Level 1 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 N-S Ridge LocationX,Y =0.00 8.00 North Hip 18.0 1.57 ExtentX,Y =30.00 50.00 South Hip 18.0 1.57 RidgeXLocation,Offset 15.00 0.00 East Side 27.0 1.00 Ridge Elevation,Height 27.66 7.64 West Side 27.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =0.00 4.50 North Joined 162.0 1.00 ExtentX,Y =21.50 3.50 South Hip 18.0 1.57 RidgeXLocation,Offset 10.75 0.00 East Side 27.0 1.00 Ridge Elevation,Height 25.50 5.48 West Side 27.0 1.00 Block 3 2 Story N-S Ridge LocationX,Y =0.00 3.00 North Joined 162.0 1.00 ExtentX,Y =11.00 1.50 South Hip 18.0 1.57 RidgeXLocation,Offset 5.50 0.00 East Side 27.0 1.00 Ridge Elevation,Height 22.82 2.80 West Side 27.0 1.00 Block 4 1 Story E-W Ridge LocationX,Y =0.00 58.00 North Side 18.0 1.00 ExtentX,Y =30.00 2.00 South Side 90.0 1.00 Ridge Y Location,Offset 58.00 -1.00 East Gable 90.0 1.00 Ridge Elevation,Height 20.67 0.65 West Gable 90.0 1.00 2 Page 6 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 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 6 12 Y 1,3 2 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 2 12 Y 1,2,3 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 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 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 1 0.00 3.00 58.00 55.00 45.25 -8.00 -- Wall 1-1 Seg 1 0.00 3.00 58.00 55.00 45.25 -- 2 2 Segment 1 --3.00 26.50 23.50 23.25 0.34 - 2 2 Opening 1 --26.50 30.50 4.00 --4.00 2 2 Segment 2 --30.50 52.25 21.75 21.50 0.37 - 2 2 Opening 2 --52.25 56.25 4.00 --4.00 2 2 Segment 3 --56.25 58.00 1.75 -4.57 - 2 2 Level 1 Line 1 1 0.00 0.00 60.00 60.00 47.00 -9.00 -- Wall 1-1 Seg 1 0.00 0.00 60.00 60.00 47.00 -- 2 2 Segment 1 --0.00 12.50 12.50 12.25 0.72 - 2 2 Opening 1 --12.50 15.50 3.00 --4.00 2 2 Segment 2 --15.50 24.50 9.00 8.75 1.00 - 2 2 Opening 2 --24.50 28.50 4.00 --4.00 2 2 Segment 3 --28.50 50.00 21.50 21.25 0.42 - 2 2 Opening 3 --50.00 56.00 6.00 --4.00 2 2 Segment 4 --56.00 60.00 4.00 3.75 2.25 - 2 2 Line 2 Level 2 Line 2 NSW 11.00 3.00 60.00 57.00 0.00 -8.00 -- Wall 2-1 NSW 11.00 3.00 4.50 1.50 0.00 1.00 - 2 2 Level 1 Line 2 NSW 11.00 3.00 60.00 57.00 0.00 -9.00 -- Wall 2-1 NSW 13.00 50.00 60.00 10.00 0.00 1.00 - 2 2 Line 3 Level 2 Line 3 NSW 21.50 0.00 8.00 8.00 0.00 -8.00 -- Wall 3-1 NSW 21.50 4.50 8.00 3.50 0.00 1.00 - 2 2 Level 1 Line 3 NSW 21.50 0.00 8.00 8.00 0.00 -9.00 -- Wall 3-1 NSW 21.50 0.00 8.00 8.00 0.00 1.00 - 2 2 Line 4 Level 2 Line 4 1 30.00 8.00 58.00 50.00 18.00 -8.00 -- Wall 4-1 Seg 1 30.00 8.00 58.00 50.00 18.00 -- 2 2 Segment 1 --8.00 9.00 1.00 -8.00 - 2 2 Opening 1 --9.00 29.50 20.50 --4.00 2 2 Segment 2 --29.50 32.75 3.25 3.00 2.46 - 2 2 Opening 2 --32.75 37.75 5.00 --4.00 2 2 Segment 3 --37.75 42.75 5.00 4.75 1.60 - 2 2 Opening 3 --42.75 44.75 2.00 --4.00 2 2 Segment 4 --44.75 54.50 9.75 9.50 0.82 - 2 2 Opening 4 --54.50 56.50 2.00 --4.00 2 2 Segment 5 --56.50 58.00 1.50 -5.33 - 2 2 Level 1 Line 4 1 30.00 8.00 50.00 42.00 20.50 -9.00 -- Wall 4-1 Seg 1 30.00 8.00 50.00 42.00 20.50 -- 2 2 Segment 1 --8.00 9.00 1.00 -9.00 - 2 2 Opening 1 --9.00 29.50 20.50 --4.00 2 2 Segment 2 --29.50 50.00 20.50 20.25 0.44 - 2 2 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 1 Line A Seg 1 0.00 0.00 21.50 21.50 21.25 -9.00 -- Wall A-1 Seg 1 0.00 0.00 21.50 21.50 21.25 0.42 - 2 2 Line B Level 2 Line B 1 3.73 0.00 21.50 21.50 21.50 -8.00 -- Wall B-1 FT 1 3.00 0.00 11.00 11.00 11.00 -- 2 2 Segment 1 --0.00 3.00 3.00 2.75 1.33 - -- Opening 1 --3.00 8.00 5.00 --4.00 -- Segment 2 --8.00 11.00 3.00 2.75 1.33 - -- Wall B-2 FT 1 4.50 11.00 21.50 10.50 10.50 -- 2 2 Segment 1 --11.00 13.75 2.75 2.50 1.45 - -- Opening 1 --13.75 18.75 5.00 --4.00 -- Segment 2 --18.75 21.50 2.75 2.50 1.45 - -- Line C 4 Page 8 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Level 2 Line C NSW 8.00 21.50 30.00 8.50 0.00 -8.00 -- Wall C-1 NSW 8.00 21.50 30.00 8.50 0.00 1.00 - 2 2 Level 1 Line C NSW 8.00 21.50 30.00 8.50 0.00 -9.00 -- Wall C-1 NSW 8.00 21.50 30.00 8.50 0.00 1.00 - 2 2 Line D Level 1 Line D Seg 1 20.00 0.00 30.00 30.00 17.00 -9.00 -- Wall D-1 Seg 1 20.00 3.00 20.25 17.25 17.00 0.52 - 2 2 Line E Level 1 Line E 1 50.00 0.00 30.00 30.00 9.00 -9.00 -- Wall E-1 Seg 1 50.00 13.00 30.00 17.00 9.00 -- 2 2 Segment 1 --13.00 17.00 4.00 3.75 2.25 - 2 2 Opening 1 --17.00 25.00 8.00 --4.00 2 2 Segment 2 --25.00 30.00 5.00 4.75 1.80 - 2 2 Line F Level 2 Line F 1 58.00 0.00 30.00 30.00 22.00 -8.00 -- Wall F-1 Seg 1 58.00 0.00 30.00 30.00 22.00 -- 2 2 Segment 1 --0.00 16.75 16.75 16.50 0.48 - 2 2 Opening 1 --16.75 24.75 8.00 --4.00 2 2 Segment 2 --24.75 30.00 5.25 5.00 1.52 - 2 2 Level 1 Line F 2 60.00 0.00 13.00 13.00 7.00 -9.00 -- Wall F-1 Seg 2 60.00 0.00 13.00 13.00 7.00 -- 2 2 Segment 1 --0.00 3.50 3.50 3.25 2.57 - 2 2 Opening 1 --3.50 9.50 6.00 --4.00 2 2 Segment 2 --9.50 13.00 3.50 3.25 2.57 - 2 2 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 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 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->E Wind Line 3.00 58.00 43.4 Block 1 WWall MinW->E Wind Line 3.00 58.00 32.0 Block 1 WL Roof MinW->E Wind Line 6.43 31.52 0.0 32.6 Block 1 WL Roof 1 W->E Wind Line 6.43 31.52 0.0 15.5 Block 1 WCtr Roof 1 W->E Wind Line 31.52 34.48 15.5 Block 1 WCtr Roof MinW->E Wind Line 31.52 34.48 32.6 Block 1 WR Roof 1 W->E Wind Line 34.48 59.57 15.5 0.0 Block 1 WR Roof MinW->E Wind Line 34.48 59.57 32.6 0.0 Block 1 EWall MinW->E Lee Line 3.00 4.50 32.0 Block 1 EWall 1 W->E Lee Line 3.00 4.50 29.4 Block 1 EWall MinW->E Lee Line 4.50 8.00 32.0 Block 1 EWall 1 W->E Lee Line 4.50 8.00 29.4 Block 1 EL Roof MinW->E Lee Line 6.43 31.52 0.0 32.6 Block 1 EL Roof 1 W->E Lee Line 6.43 31.52 0.0 71.8 Block 1 EWall MinW->E Lee Line 8.00 58.00 32.0 Block 1 EWall 1 W->E Lee Line 8.00 58.00 29.4 Block 1 ECtr Roof 1 W->E Lee Line 31.52 34.48 71.8 Block 1 ECtr Roof MinW->E Lee Line 31.52 34.48 32.6 Block 1 ER Roof 1 W->E Lee Line 34.48 59.57 71.8 0.0 Block 1 ER Roof MinW->E Lee Line 34.48 59.57 32.6 0.0 Block 1 WWall 1 E->W Lee Line 3.00 58.00 29.4 Block 1 WWall MinE->W Lee Line 3.00 58.00 32.0 Block 1 WL Roof 1 E->W Lee Line 6.43 31.52 0.0 71.8 Block 1 WL Roof MinE->W Lee Line 6.43 31.52 0.0 32.6 Block 1 WCtr Roof 1 E->W Lee Line 31.52 34.48 71.8 Block 1 WCtr Roof MinE->W Lee Line 31.52 34.48 32.6 Block 1 WR Roof 1 E->W Lee Line 34.48 59.57 71.8 0.0 Block 1 WR Roof MinE->W Lee Line 34.48 59.57 32.6 0.0 Block 1 EWall 1 E->W Wind Line 3.00 4.50 43.4 Block 1 EWall MinE->W Wind Line 3.00 4.50 32.0 Block 1 EWall 1 E->W Wind Line 4.50 8.00 43.4 Block 1 EWall MinE->W Wind Line 4.50 8.00 32.0 Block 1 EL Roof MinE->W Wind Line 6.43 31.52 0.0 32.6 Block 1 EL Roof 1 E->W Wind Line 6.43 31.52 0.0 15.5 Block 1 EWall MinE->W Wind Line 8.00 58.00 32.0 Block 1 EWall 1 E->W Wind Line 8.00 58.00 43.4 Block 1 ECtr Roof 1 E->W Wind Line 31.52 34.48 15.5 Block 1 ECtr Roof MinE->W Wind Line 31.52 34.48 32.6 Block 1 ER Roof MinE->W Wind Line 34.48 59.57 32.6 0.0 Block 1 ER Roof 1 E->W Wind Line 34.48 59.57 15.5 0.0 Block 1 SL Roof MinS->N Wind Line -1.00 15.00 0.0 32.6 Block 1 SL Roof 1 S->N Wind Line -1.00 15.00 -0.0 -6.5 Block 1 SWall 1 S->N Wind Line 0.00 11.00 43.4 Block 1 SWall MinS->N Wind Line 0.00 11.00 32.0 Block 1 SWall 1 S->N Wind Line 11.00 21.50 43.4 Block 1 SWall MinS->N Wind Line 11.00 21.50 32.0 Block 1 SR Roof MinS->N Wind Line 15.00 31.00 32.6 0.0 Block 1 SR Roof 1 S->N Wind Line 15.00 31.00 -6.5 -0.0 Block 1 SWall MinS->N Wind Line 21.50 30.00 32.0 Block 1 SWall 1 S->N Wind Line 21.50 30.00 43.4 Block 1 NL Roof MinS->N Lee Line -1.00 15.00 0.0 32.6 Block 1 NL Roof 1 S->N Lee Line -1.00 15.00 0.0 67.0 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NWall 1 S->N Lee Line 0.00 30.00 21.5 Block 1 NR Roof 1 S->N Lee Line 15.00 31.00 67.0 0.0 Block 1 NR Roof MinS->N Lee Line 15.00 31.00 32.6 0.0 Block 1 SL Roof MinN->S Lee Line -1.00 15.00 0.0 32.6 Block 1 SL Roof 1 N->S Lee Line -1.00 15.00 0.0 67.0 Block 1 SWall MinN->S Lee Line 0.00 11.00 32.0 Block 1 SWall 1 N->S Lee Line 0.00 11.00 21.5 Block 1 SWall 1 N->S Lee Line 11.00 21.50 21.5 Block 1 SWall MinN->S Lee Line 11.00 21.50 32.0 Block 1 SR Roof MinN->S Lee Line 15.00 31.00 32.6 0.0 Block 1 SR Roof 1 N->S Lee Line 15.00 31.00 67.0 0.0 Block 1 SWall MinN->S Lee Line 21.50 30.00 32.0 Block 1 SWall 1 N->S Lee Line 21.50 30.00 21.5 Block 1 NL Roof 1 N->S Wind Line -1.00 15.00 -0.0 -6.5 Block 1 NL Roof MinN->S Wind Line -1.00 15.00 0.0 32.6 Block 1 NWall MinN->S Wind Line 0.00 30.00 32.0 Block 1 N Wall 1 N->S Wind Line 0.00 30.00 43.4 6 Page 10 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 N R Roof Min N->S Wind Line 15.00 31.00 32.6 0.0 Block 1 NR Roof 1 N->S Wind Line 15.00 31.00 -6.5 -0.0 Block 2 WL Roof MinW->E Wind Line 2.93 6.43 0.0 6.7 Block 2 WL Roof 1 W->E Wind Line 2.93 6.43 0.0 1.9 Block 2 WCtr Roof MinW->E Wind Line 6.43 21.36 6.7 Block 2 WCtr Roof 1 W->E Wind Line 6.43 21.36 1.9 Block 2 WR Roof MinW->E Wind Line 21.36 24.86 6.7 0.0 Block 2 WR Roof 1 W->E Wind Line 21.36 24.86 1.9 0.0 Block 2 EL Roof MinW->E Lee Line 2.93 6.43 0.0 6.7 Block 2 EL Roof 1 W->E Lee Line 2.93 6.43 0.0 14.5 Block 2 ECtr Roof 1 W->E Lee Line 6.43 21.36 14.5 Block 2 ECtr Roof MinW->E Lee Line 6.43 21.36 6.7 Block 2 ER Roof 1 W->E Lee Line 21.36 24.86 14.5 0.0 Block 2 ER Roof MinW->E Lee Line 21.36 24.86 6.7 0.0 Block 2 WL Roof MinE->W Lee Line 2.93 6.43 0.0 6.7 Block 2 WL Roof 1 E->W Lee Line 2.93 6.43 0.0 14.5 Block 2 WCtr Roof MinE->W Lee Line 6.43 21.36 6.7 Block 2 WCtr Roof 1 E->W Lee Line 6.43 21.36 14.5 Block 2 WR Roof MinE->W Lee Line 21.36 24.86 6.7 0.0 Block 2 WR Roof 1 E->W Lee Line 21.36 24.86 14.5 0.0 Block 2 EL Roof MinE->W Wind Line 2.93 6.43 0.0 6.7 Block 2 EL Roof 1 E->W Wind Line 2.93 6.43 0.0 1.9 Block 2 ECtr Roof MinE->W Wind Line 6.43 21.36 6.7 Block 2 ECtr Roof 1 E->W Wind Line 6.43 21.36 1.9 Block 2 ER Roof 1 E->W Wind Line 21.36 24.86 1.9 0.0 Block 2 ER Roof MinE->W Wind Line 21.36 24.86 6.7 0.0 Block 2 SL Roof 1 S->N Wind Line -1.00 10.75 -0.0 -15.6 Block 2 SL Roof MinS->N Wind Line -1.00 10.75 -0.0 -23.9 Block 2 SR Roof MinS->N Wind Line 10.75 22.50 -23.9 -0.0 Block 2 SR Roof 1 S->N Wind Line 10.75 22.50 -15.6 -0.0 Block 2 SL Roof 1 N->S Lee Line -1.00 10.75 0.0 52.0 Block 2 SL Roof MinN->S Lee Line -1.00 10.75 0.0 23.9 Block 2 SR Roof 1 N->S Lee Line 10.75 22.50 52.0 0.0 Block 2 SR Roof MinN->S Lee Line 10.75 22.50 23.9 0.0 Block 3 WL Roof 1 W->E Wind Line 1.43 2.93 0.0 0.8 Block 3 WL Roof MinW->E Wind Line 1.43 2.93 0.0 2.9 Block 3 WCtr Roof MinW->E Wind Line 2.93 11.62 2.9 Block 3 WCtr Roof 1 W->E Wind Line 2.93 11.62 0.8 Block 3 WR Roof 1 W->E Wind Line 11.62 13.12 0.8 0.0 Block 3 WR Roof MinW->E Wind Line 11.62 13.12 2.9 0.0 Block 3 EL Roof 1 W->E Lee Line 1.43 2.93 0.0 6.1 Block 3 EL Roof MinW->E Lee Line 1.43 2.93 0.0 2.9 Block 3 ECtr Roof 1 W->E Lee Line 2.93 11.62 6.1 Block 3 ECtr Roof MinW->E Lee Line 2.93 11.62 2.9 Block 3 ER Roof 1 W->E Lee Line 11.62 13.12 6.1 0.0 Block 3 ER Roof MinW->E Lee Line 11.62 13.12 2.9 0.0 Block 3 WL Roof 1 E->W Lee Line 1.43 2.93 0.0 6.1 Block 3 WL Roof MinE->W Lee Line 1.43 2.93 0.0 2.9 Block 3 WCtr Roof MinE->W Lee Line 2.93 11.62 2.9 Block 3 WCtr Roof 1 E->W Lee Line 2.93 11.62 6.1 Block 3 WR Roof 1 E->W Lee Line 11.62 13.12 6.1 0.0 Block 3 WR Roof MinE->W Lee Line 11.62 13.12 2.9 0.0 Block 3 EL Roof MinE->W Wind Line 1.43 2.93 0.0 2.9 Block 3 EL Roof 1 E->W Wind Line 1.43 2.93 0.0 0.8 Block 3 ECtr Roof MinE->W Wind Line 2.93 11.62 2.9 Block 3 ECtr Roof 1 E->W Wind Line 2.93 11.62 0.8 Block 3 ER Roof 1 E->W Wind Line 11.62 13.12 0.8 0.0 Block 3 ER Roof MinE->W Wind Line 11.62 13.12 2.9 0.0 Block 3 SL Roof 1 S->N Wind Line -1.00 5.50 -0.0 -8.5 Block 3 SL Roof MinS->N Wind Line -1.00 5.50 -0.0 -13.2 Block 3 SR Roof MinS->N Wind Line 5.50 12.00 -13.2 -0.0 Block 3 SR Roof 1 S->N Wind Line 5.50 12.00 -8.5 -0.0 Block 3 SL Roof MinN->S Lee Line -1.00 5.50 0.0 13.2 Block 3 SL Roof 1 N->S Lee Line -1.00 5.50 0.0 28.3 Block 3 SR Roof MinN->S Lee Line 5.50 12.00 13.2 0.0 Block 3 SR Roof 1 N->S Lee Line 5.50 12.00 28.3 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 60.00 48.0 Block 1 WWall 1 W->EWind Line 0.00 60.00 61.7 Block 1 WWall MinW->EWind Line 3.00 58.00 32.0 Block 1 W Wall 1 W->E Wind Line 3.00 58.00 41.3 7 Page 11 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 E Wall 1 W->E Lee Line 0.00 8.00 44.0 Block 1 EWall MinW->E Lee Line 0.00 8.00 48.0 Block 1 EWall MinW->E Lee Line 3.00 4.50 32.0 Block 1 EWall 1 W->E Lee Line 3.00 4.50 29.4 Block 1 EWall 1 W->E Lee Line 4.50 8.00 29.4 Block 1 EWall MinW->E Lee Line 4.50 8.00 32.0 Block 1 EWall MinW->E Lee Line 8.00 58.00 32.0 Block 1 EWall 1 W->E Lee Line 8.00 58.00 29.4 Block 1 EWall 1 W->E Lee Line 8.00 50.00 44.0 Block 1 EWall MinW->E Lee Line 8.00 50.00 48.0 Block 1 EWall MinW->E Lee Line 50.00 60.00 48.0 Block 1 EWall 1 W->E Lee Line 50.00 60.00 44.0 Block 1 WWall 1 E->W Lee Line 0.00 60.00 44.0 Block 1 WWall MinE->W Lee Line 0.00 60.00 48.0 Block 1 WWall 1 E->W Lee Line 3.00 58.00 29.4 Block 1 WWall MinE->W Lee Line 3.00 58.00 32.0 Block 1 EWall 1 E->WWind Line 0.00 8.00 61.7 Block 1 EWall MinE->WWind Line 0.00 8.00 48.0 Block 1 EWall MinE->WWind Line 3.00 4.50 32.0 Block 1 EWall 1 E->WWind Line 3.00 4.50 41.3 Block 1 EWall MinE->WWind Line 4.50 8.00 32.0 Block 1 EWall 1 E->WWind Line 4.50 8.00 41.3 Block 1 EWall 1 E->WWind Line 8.00 58.00 41.3 Block 1 EWall MinE->WWind Line 8.00 58.00 32.0 Block 1 EWall MinE->WWind Line 8.00 50.00 48.0 Block 1 EWall 1 E->WWind Line 8.00 50.00 61.7 Block 1 EWall 1 E->WWind Line 50.00 60.00 61.7 Block 1 EWall MinE->WWind Line 50.00 60.00 48.0 Block 1 SWall 1 S->NWind Line 0.00 21.50 61.7 Block 1 SWall 1 S->NWind Line 0.00 11.00 41.3 Block 1 SWall MinS->NWind Line 0.00 21.50 48.0 Block 1 SWall MinS->NWind Line 0.00 11.00 32.0 Block 1 SWall 1 S->NWind Line 11.00 21.50 41.3 Block 1 SWall MinS->NWind Line 11.00 21.50 32.0 Block 1 SWall MinS->NWind Line 21.50 30.00 48.0 Block 1 SWall MinS->NWind Line 21.50 30.00 32.0 Block 1 SWall 1 S->NWind Line 21.50 30.00 41.3 Block 1 SWall 1 S->NWind Line 21.50 30.00 61.7 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NWall 1 S->N Lee Line 0.00 30.00 21.5 Block 1 NWall 1 S->N Lee Line 0.00 13.00 32.3 Block 1 NWall MinS->N Lee Line 0.00 13.00 48.0 Block 1 NWall MinS->N Lee Line 13.00 30.00 48.0 Block 1 NWall 1 S->N Lee Line 13.00 30.00 32.3 Block 1 SWall MinN->S Lee Line 0.00 11.00 32.0 Block 1 SWall MinN->S Lee Line 0.00 21.50 48.0 Block 1 SWall 1 N->S Lee Line 0.00 11.00 21.5 Block 1 SWall 1 N->S Lee Line 0.00 21.50 32.3 Block 1 SWall MinN->S Lee Line 11.00 21.50 32.0 Block 1 SWall 1 N->S Lee Line 11.00 21.50 21.5 Block 1 SWall 1 N->S Lee Line 21.50 30.00 21.5 Block 1 SWall MinN->S Lee Line 21.50 30.00 48.0 Block 1 SWall 1 N->S Lee Line 21.50 30.00 32.3 Block 1 SWall MinN->S Lee Line 21.50 30.00 32.0 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 13.00 61.7 Block 1 NWall 1 N->SWind Line 0.00 30.00 41.3 Block 1 NWall MinN->SWind Line 0.00 13.00 48.0 Block 1 NWall MinN->SWind Line 13.00 30.00 48.0 Block 1 NWall 1 N->SWind Line 13.00 30.00 61.7 Block 4 WR Gable 1 W->EWind Line 58.00 60.00 7.3 0.0 Block 4 WR Gable MinW->EWind Line 58.00 60.00 5.2 0.0 Block 4 ER Gable MinW->E Lee Line 58.00 60.00 5.2 0.0 Block 4 ER Gable 1 W->E Lee Line 58.00 60.00 1.8 0.0 Block 4 WR Gable MinE->W Lee Line 58.00 60.00 5.2 0.0 Block 4 WR Gable 1 E->W Lee Line 58.00 60.00 1.8 0.0 Block 4 ER Gable MinE->WWind Line 58.00 60.00 5.2 0.0 Block 4 ER Gable 1 E->WWind Line 58.00 60.00 7.3 0.0 Block 4 SAttic Wall 1 S->NWind Line -1.00 31.00 7.3 Block 4 SAttic Wall MinS->NWind Line -1.00 31.00 5.2 Block 4 NRoof MinS->N Lee Line -1.00 31.00 3.9 Block 4 SAttic Wall MinN->S Lee Line -1.00 31.00 5.2 Block 4 S Attic Wall 1 N->S Lee Line -1.00 31.00 5.5 8 Page 12 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 4 N Roof Min N->S Wind Line -1.00 31.00 3.9 Legend: Block-Blockused in loadgeneration Accum. = loads fromoneblockcombinedwith another Manual = user-entered loads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhich loadsgeneratedorentered LoadCase-Oneof the following: ASCE7AllHeights:Case 1or2 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 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 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 6.43 59.57 240.0 240.0 E-W Roof Block 1 4 Line 6.43 59.57 240.0 240.0 E-W Roof Block 2 1 Line 2.93 8.00 176.2 176.2 E-W Roof Block 2 3 Line 2.93 8.00 176.2 176.2 E-W Roof Block 3 1 Line 1.43 4.50 97.5 97.5 E-W Roof Block 3 2 Line 1.43 4.50 97.5 97.5 N-S Roof Block 1 C Line -1.00 31.00 398.5 398.5 N-S Roof Block 1 F Line -1.00 31.00 398.5 398.5 N-S Roof Block 2 Line -1.00 22.50 49.8 49.8 N-S Roof Block 2 C Line -1.00 22.50 26.2 26.2 N-S Roof Block 3 B Line -1.00 12.00 34.8 34.8 N-S Roof Block 3 Line -1.00 12.00 11.2 11.2 BothWall 1-1 n/a 1 Line 3.00 58.00 40.0 40.0 BothWall 2-1 n/a 2 Line 3.00 4.50 40.0 40.0 BothWall 3-1 n/a 3 Line 4.50 8.00 40.0 40.0 BothWall 4-1 n/a 4 Line 8.00 58.00 40.0 40.0 BothWall B-1 n/a B Line 0.00 11.00 40.0 40.0 BothWall B-2 n/a Line 11.00 21.50 40.0 40.0 BothWall C-1 n/a C Line 21.50 30.00 40.0 40.0 BothWall F-1 n/a F Line 0.00 30.00 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 57.00 61.00 240.0 240.0 E-W Roof Block 4 4 Line 57.00 61.00 240.0 240.0 E-W L Gable Block 4 1 Line 58.00 60.00 0.0 6.5 E-W R Gable Block 4 1 Line 58.00 58.00 6.5 0.0 E-W R Gable Block 4 4 Line 58.00 60.00 0.0 6.5 E-W L Gable Block 4 4 Line 58.00 58.00 6.5 0.0 E-W Floor F1 n/a 1 Line 0.00 8.00 129.0 129.0 BothWall 1-1 n/a 1 Line 3.00 58.00 40.0 40.0 E-W Floor F2 n/a 1 Line 8.00 50.00 180.0 180.0 E-W Floor F3 n/a 1 Line 50.00 60.00 78.0 78.0 BothWall 2-1 n/a 2 Line 3.00 4.50 40.0 40.0 E-W Floor F3 n/a Line 50.00 60.00 78.0 78.0 E-W Floor F1 n/a 3 Line 0.00 8.00 129.0 129.0 BothWall 3-1 n/a 3 Line 4.50 8.00 40.0 40.0 BothWall 4-1 n/a 4 Line 8.00 58.00 40.0 40.0 E-W Floor F2 n/a 4 Line 8.00 50.00 180.0 180.0 N-S Roof Block 4 F Line -1.00 31.00 30.0 30.0 N-S Roof Block 4 Line -1.00 31.00 30.0 30.0 N-S Floor F1 n/a A Line 0.00 13.00 360.0 360.0 N-S Floor F2 n/a A Line 13.00 21.50 300.0 300.0 BothWall B-1 n/a B Line 0.00 11.00 40.0 40.0 BothWall B-2 n/a Line 11.00 21.50 40.0 40.0 BothWall C-1 n/a C Line 21.50 30.00 40.0 40.0 N-S Floor F3 n/a C Line 21.50 30.00 252.0 252.0 N-S Floor F2 n/a E Line 13.00 21.50 300.0 300.0 N-S Floor F3 n/a E Line 21.50 30.00 252.0 252.0 BothWall F-1 n/a F Line 0.00 30.00 40.0 40.0 N-S Floor F1 n/a Line 0.00 13.00 360.0 360.0 BothWall 1-1 n/a 1 Line 0.00 60.00 45.0 45.0 BothWall 2-1 n/a Line 50.00 60.00 45.0 45.0 Both Wall 3-1 n/a 3 Line 0.00 8.00 45.0 45.0 10 Page 14 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 BUILDINGMASSES(continued) Both Wall 4-1 n/a 4 Line 8.00 50.00 45.0 45.0 BothWall A-1 n/a A Line 0.00 21.50 45.0 45.0 BothWall C-1 n/a C Line 21.50 30.00 45.0 45.0 BothWall D-1 n/a D Line 3.00 20.25 27.0 27.0 BothWall E-1 n/a E Line 13.00 30.00 45.0 45.0 BothWall F-1 n/a Line 0.00 13.00 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 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line 1.43 2.93 38.5 38.5 E-W Line 2.93 3.00 108.0 108.0 E-W Point 3.00 3.00 87 87 E-W Line 3.00 4.50 123.8 123.8 E-W Point 4.50 4.50 83 83 E-W Line 4.50 6.43 85.3 85.3 E-W Line 6.43 8.00 180.1 180.1 E-W Point 8.00 8.00 67 67 E-W Line 8.00 58.00 110.5 110.5 E-W Point 58.00 58.00 237 237 E-W Line 58.00 59.57 94.7 94.7 N-S Line -1.00 0.00 181.4 181.4 N-S Point 0.00 0.00 434 434 N-S Line 0.00 11.00 197.1 197.1 N-S Point 11.00 11.00 12 12 N-S Line 11.00 12.00 197.1 197.1 N-S Line 12.00 21.50 188.1 188.1 N-S Point 21.50 21.50 28 28 N-S Line 21.50 22.50 188.1 188.1 N-S Line 22.50 30.00 173.1 173.1 N-S Point 30.00 30.00 395 395 N-S Line 30.00 31.00 157.3 157.3 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 108 108 E-W Line 0.00 3.00 39.0 39.0 E-W Point 3.00 3.00 49 49 E-W Point 3.00 3.00 3450 3450 E-W Line 3.00 4.50 47.9 47.9 E-W Point 4.50 4.50 47 47 E-W Line 4.50 8.00 47.9 47.9 E-W Point 8.00 8.00 81 81 E-W Line 8.00 50.00 59.4 59.4 E-W Point 20.00 20.00 52 52 E-W Point 50.00 50.00 86 86 E-W Line 50.00 57.00 36.5 36.5 E-W Line 57.00 58.00 90.3 90.3 E-W Point 58.00 58.00 134 134 E-W Line 58.00 60.00 82.8 81.3 E-W Point 60.00 60.00 66 66 E-W Line 60.00 61.00 53.8 53.8 N-S Line -1.00 0.00 6.7 6.7 N-S Point 0.00 0.00 550 550 N-S Line 0.00 3.00 106.4 106.4 N-S Line 3.00 11.00 109.4 109.4 N-S Point 11.00 11.00 7 7 N-S Line 11.00 13.00 109.4 109.4 N-S Point 13.00 13.00 50 50 N-S Line 13.00 20.25 96.0 96.0 N-S Line 20.25 21.50 93.0 93.0 N-S Point 21.50 21.50 56 56 N-S Line 21.50 30.00 82.2 82.2 N-S Point 30.00 30.00 436 436 N-S Line 30.00 31.00 6.7 6.7 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. 12 Page 16 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 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). 13 Page 17 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 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 - - 777 - - -339 - - 15360 - -N->S - - 1200 - - -339 - - 15360 - Wall 1-1 1 S->N - - 777 -1.0 -339 - - 15360 - 1 N->S - - 1200 -1.0 -339 - - 15360 - Seg. 1 -S->N 17.2 - 404 -1.0 -339 -339 7977 0.05 -N->S 26.5 - 623 -1.0 -339 -339 7977 0.08 Seg. 2 -S->N 17.2 - 373 -1.0 -339 -339 7383 0.05 -N->S 26.5 - 577 -1.0 -339 -339 7383 0.08 Seg. 3 -Both 0.0 - 0 -1.0 -339 -339 - - Level 1 Ln1, Lev1 -S->N - - 2266 - - -339 - - 15803 - -N->S - - 2664 - - -339 - - 15803 - Wall 1-1 1 S->N - - 2266 -1.0 -339 - - 15803 - 1 N->S - - 2664 -1.0 -339 - - 15803 - Seg. 1 -S->N 48.7 - 608 -1.0 -339 -339 4243 0.14 -N->S 57.2 - 715 -1.0 -339 -339 4243 0.17 Seg. 2 -S->N 48.7 - 438 -1.0 -339 -339 3055 0.14 -N->S 57.2 - 515 -1.0 -339 -339 3055 0.17 Seg. 3 -S->N 48.7 - 1046 -1.0 -339 -339 7298 0.14 -N->S 57.2 - 1230 -1.0 -339 -339 7298 0.17 Seg. 4 -S->N 43.3 - 173 -.89 -302 -302 1207 0.14 -N->S 50.9 - 203 -.89 -302 -302 1207 0.17 Line 4 Level 2 Ln4, Lev2 -S->N - - 829 - - -339 - - 5903 - -N->S - - 1026 - - -339 - - 5903 - Wall 4-1 1 S->N - - 829 -1.0 -339 - - 5903 - 1 N->S - - 1026 -1.0 -339 - - 5903 - Seg. 1 -Both 0.0 - 0 -1.0 -339 -339 - - Seg. 2 -S->N 38.7 - 126 -.81 -276 -276 896 0.14 -N->S 48.0 - 156 -.81 -276 -276 896 0.17 Seg. 3 -S->N 47.7 - 238 -1.0 -339 -339 1697 0.14 -N->S 59.0 - 295 -1.0 -339 -339 1697 0.17 Seg. 4 -S->N 47.7 - 465 -1.0 -339 -339 3310 0.14 -N->S 59.0 - 575 -1.0 -339 -339 3310 0.17 Seg. 5 -Both 0.0 - 0 -1.0 -339 -339 - - Level 1 Ln4, Lev1 -S->N - - 2346 - - -339 - - 6959 - -N->S - - 2490 - - -339 - - 6959 - Wall 4-1 1 S->N - - 2346 -1.0 -339 - - 6959 - 1 N->S - - 2490 -1.0 -339 - - 6959 - Seg. 1 -S->N 0.0 - 0 -1.0 -339 -339 - - -N->S 0.0 - 0 -1.0 -339 -339 - - Seg. 2 -S->N 114.5 - 2346 -1.0 -339 -339 6959 0.34 -N->S 121.5 - 2490 -1.0 -339 -339 6959 0.36 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 1 LnA, Lev1 1 Both 126.0 - 2709 -1.0 -339 -339 7298 0.37 Line B Level 2 LnB, Lev2 -Both - - 2080 - - -339 - - 7298 - Wall B-1 1 Both - - 1064 -1.0 -339 - - 3734 - Seg. 1 -Both 177.4 16.1 532 -1.0 -339 -339 1018 0.52 Open. 1 -Both - 193.5 967 - - -339 -339 1697 0.57 Seg. 2 -Both 177.4 16.1 532 -1.0 -339 -339 1018 0.52 Wall B-2 1 Both - - 1016 -1.0 -339 - - 3564 - Seg. 1 -Both 184.7 8.8 508 -1.0 -339 -339 933 0.54 Open. 1 -Both - 193.5 967 - - -339 -339 1697 0.57 Seg. 2 -Both 184.7 8.8 508 -1.0 -339 -339 933 0.54 Line D Level 1 LnD, Lev1 -Both - - 2949 - - -339 - - 5856 - 14 Page 18 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 SHEARRESULTS(flexiblewinddesign,continued) Wall D-1 1 Both 170.9 - 2949 - 1.0 -339 - 339 5856 0.50 Line E LnE, Lev1 -Both - - 2109 - - -339 - - 2904 - Wall E-1 1 Both - - 2109 -1.0 -339 - - 2904 - Seg. 1 -Both 219.1 - 877 -.89 -302 -302 1207 0.73 Seg. 2 -Both 246.5 - 1233 -1.0 -339 -339 1697 0.73 Line F Level 2 LnF, Lev2 -Both - - 2013 - - -339 - - 7468 - Wall F-1 1 Both - - 2013 -1.0 -339 - - 7468 - Seg. 1 -Both 91.5 - 1533 -1.0 -339 -339 5686 0.27 Seg. 2 -Both 91.5 - 480 -1.0 -339 -339 1782 0.27 Level 1 LnF, Lev1 -Both - - 2471 - - -832 - - 4532 - Wall F-1 2 Both - - 2471 -1.0 -832 - - 4532 - Seg. 1 -Both 353.0 - 1235 -.78 -647 -647 2266 0.55 Seg. 2 -Both 353.0 - 1235 -.78 -647 -647 2266 0.55 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. 15 Page 19 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 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 1-1 L End 0.00 0.12 1 447 447 LIMIT w/o 1500 0.30 V Elem 0.00 3.13 1 139 139 Refer to upper level 1-1 L Op 1 0.00 12.38 1 526 526 LIMIT w/o 1500 0.35 1-1 R Op 1 0.00 15.63 1 451 451 LIMIT w/o 1500 0.30 1-1 L Op 2 0.00 24.38 1 644 644 LIMIT w/o 1500 0.43 1-1 R Op 2 0.00 28.63 1 378 378 LIMIT w/o 1500 0.25 V Elem 0.00 30.63 1 139 139 Refer to upper level 1-1 L Op 3 0.00 49.88 1 660 660 LIMIT w/o 1500 0.44 1-1 R Op 3 0.00 56.13 1 366 366 LIMIT w/o 1500 0.24 1-1 R End 0.00 59.88 1 488 488 LIMIT w/o 1500 0.33 Line 4 4-1 R Op 1 30.00 29.63 1 1379 1379 STHD14 (8" S 3815 0.36 V Elem 30.00 32.62 1 416 416 Refer to upper level V Elem 30.00 37.88 1 401 401 Refer to upper level V Elem 30.00 42.62 1 497 497 Refer to upper level V Elem 30.00 44.88 1 391 391 Refer to upper level 4-1 R End 30.00 49.88 1 1107 1107 STHD14 (8" S 3815 0.29 V Elem 30.00 54.38 1 485 485 Refer to upper level Line A A-1 L End 0.12 0.00 1 1147 1147 LIMIT w/o 1500 0.76 A-1 R End 21.38 0.00 1 1147 1147 LIMIT w/o 1500 0.76 Line B V Elem 0.12 3.00 1 792 792 Refer to upper level V Elem 10.88 3.00 1 792 792 Refer to upper level V Elem 11.13 4.50 1 793 793 Refer to upper level V Elem 21.38 4.50 1 793 793 Refer to upper level Line D D-1 L End 3.13 20.00 1 1561 1561 STHD14 (8" S 3815 0.41 D-1 R End 20.13 20.00 1 1561 1561 STHD14 (8" S 3815 0.41 Line E E-1 L End 13.13 50.00 1 2104 2104 STHD14 (8" S 3815 0.55 E-1 L Op 1 16.88 50.00 1 2104 2104 STHD14 (8" S 3815 0.55 E-1 R Op 1 25.13 50.00 1 2336 2336 STHD14 (8" S 3815 0.61 E-1 R End 29.88 50.00 1 2336 2336 STHD14 (8" S 3815 0.61 Line F F-1 L End 0.12 60.00 1 4164 4164 HDU5 (4x6)5645 0.74 F-1 L Op 1 3.38 60.00 1 3421 3421 STHD14 (8" S 3815 0.90 F-1 R Op 1 9.63 60.00 1 3421 3421 STHD14 (8" S 3815 0.90 F-1 R End 12.88 60.00 1 3421 3421 STHD14 (8" S 3815 0.90 V Elem 16.62 58.00 1 743 743 Refer to upper level V Elem 24.88 58.00 1 769 769 Refer to upper level V Elem 29.88 58.00 1 769 769 Refer to upper level 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 3.13 1 139 139 LIMIT w/o 1500 0.09 1-1 L Op 1 0.00 26.38 1 214 214 LIMIT w/o 1500 0.14 1-1 R Op 1 0.00 30.63 1 139 139 LIMIT w/o 1500 0.09 1-1 L Op 2 0.00 52.13 1 215 215 LIMIT w/o 1500 0.14 Line 4 4-1 R Op 1 30.00 29.63 1 336 336 LIMIT w/o 1500 0.22 4-1 L Op 2 30.00 32.62 1 416 416 LIMIT w/o 1500 0.28 4-1 R Op 2 30.00 37.88 1 401 401 LIMIT w/o 1500 0.27 4-1 L Op 3 30.00 42.62 1 497 497 LIMIT w/o 1500 0.33 4-1 R Op 3 30.00 44.88 1 391 391 LIMIT w/o 1500 0.26 4-1 L Op 4 30.00 54.38 1 485 485 LIMIT w/o 1500 0.32 Line B B-1 L End 0.12 3.00 1 792 792 LIMIT w/o 1500 0.53 B-1 R End 10.88 3.00 1 792 792 LIMIT w/o 1500 0.53 B-2 L End 11.13 4.50 1 793 793 LIMIT w/o 1500 0.53 B-2 R End 21.38 4.50 1 793 793 LIMIT w/o 1500 0.53 Line F F-1 L End 0.12 58.00 1 743 743 LIMIT w/o 1500 0.50 F-1 L Op 1 16.62 58.00 1 743 743 LIMIT w/o 1500 0.50 F-1 R Op 1 24.88 58.00 1 769 769 LIMIT w/o 1500 0.51 F-1 R End 29.88 58.00 1 769 769 LIMIT w/o 1500 0.51 16 Page 20 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 Legend: Line-Wall: Atwalloropening –Shearline and wallnumber Atverticalelement–Shearline Posit'n – Position of studpack thathold-down isattached toorwhich isapplyingcompression force: VElem – Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening Lor REnd –At leftorrightwallend Lor ROp n –At leftorrightside of opening n t @Op n –Uplift force t atopeningn fromoffsetopening inperforatedwallabove, fromSDPWS4.3.6.4.2.1 Location –Co-ordinates inPlanView LoadCase –Resultsare forcritical loadcase: ASCE7AllHeights:Case 1or2 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. 17 Page 21 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 COLLECTORFORCES(flexiblewinddesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1 LeftOpening 1 0.00 12.50 136 -160 1-1 Right Opening 1 0.00 15.50 23 -27 1-1 LeftOpening 2 0.00 24.50 121 -142 1-1 Right Opening 2 0.00 28.50 -30 35 1-1 LeftOpening 3 0.00 50.00 205 -241 1-1 Right Opening 3 0.00 56.00 -22 26 Line 4 4-1 Right Opening 1 30.00 29.50 -1201 1275 Line D D-1 LeftWall End 3.00 20.00 -295 295 D-1 Right Wall End 20.25 20.00 958 -958 Line E E-1 LeftWall End 13.00 50.00 -914 914 E-1 LeftOpening 1 17.00 50.00 -319 319 E-1 Right Opening 1 25.00 50.00 -881 881 Line F F-1 LeftOpening 1 3.50 60.00 570 -570 F-1 Right Opening 1 9.50 60.00 -570 570 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 26.50 72 -110 1-1 Right Opening 1 0.00 30.50 15 -23 1-1 LeftOpening 2 0.00 52.25 81 -125 Line 4 4-1 Right Opening 1 30.00 29.50 -357 441 4-1 LeftOpening 2 30.00 32.75 -285 352 4-1 Right Opening 2 30.00 37.75 -367 455 4-1 LeftOpening 3 30.00 42.75 -212 262 4-1 Right Opening 3 30.00 44.75 -245 303 4-1 LeftOpening 4 30.00 54.50 58 -72 Line B B-1 LeftOpening 1 3.00 3.00 -242 242 B-1 Right Opening 1 8.00 3.00 242 -242 B-2 LeftOpening 1 13.75 4.50 -242 242 B-2 Right Opening 1 18.75 4.50 242 -242 B-1 LeftOpening 1 3.00 3.00 484 484 B-1 Right Opening 1 8.00 3.00 484 484 B-2 LeftOpening 1 13.75 4.50 484 484 B-2 Right Opening 1 18.75 4.50 484 484 Line F F-1 LeftOpening 1 16.75 58.00 409 -409 F-1 Right Opening 1 24.75 58.00 -128 128 Legend: Line-Wall-Shearline andwallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical loadcase: ASCE7All heightsCase 1or 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 18 Page 22 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 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 34690 1591.8 4792 4792 10547 15188 5867 5867 5867 5867 1 36043 1562.0 2826 2826 14707 16259 6096 12132 6096 6096 All 70733 -7617 7617 -- - - - - 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 fordragstrutsaredeterminedon ashearline-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 lateralresistanceofeachstory isgreater thanorequal to thatof thestoryabove.Thisverticaldistribution ofSFRS ispermitted. 19 Page 23 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 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 - - 2467 - - -242 - - 10972 - Wall 1-1 1 Both - - 2467 -1.0 -242 - - 10972 - Seg. 1 -Both 54.5 - 1281 -1.0 -242 -242 5698 0.22 Seg. 2 -Both 54.5 - 1186 -1.0 -242 -242 5274 0.22 Seg. 3 -Both 0.0 - 0 -1.0 -242 -242 - - Level 1 Ln1, Lev1 -Both - - 3976 - - -242 - - 11288 - Wall 1-1 1 Both - - 3976 -1.0 -242 - - 11288 - Seg. 1 -Both 85.4 - 1068 -1.0 -242 -242 3031 0.35 Seg. 2 -Both 85.4 - 769 -1.0 -242 -242 2182 0.35 Seg. 3 -Both 85.4 - 1836 -1.0 -242 -242 5213 0.35 Seg. 4 -Both 75.9 - 304 -.89 -216 -216 862 0.35 Line 4 Level 2 Ln4, Lev2 -Both - - 2324 - - -242 - - 4217 - Wall 4-1 1 Both - - 2324 -1.0 -242 - - 4217 - Seg. 1 -Both 0.0 - 0 -1.0 -242 -242 - - Seg. 2 -Both 108.6 - 353 -.81 -197 -197 640 0.55 Seg. 3 -Both 133.7 - 668 -1.0 -242 -242 1212 0.55 Seg. 4 -Both 133.7 - 1303 -1.0 -242 -242 2364 0.55 Seg. 5 -Both 0.0 - 0 -1.0 -242 -242 - - Level 1 Ln4, Lev1 -Both - - 3641 - - -242 - - 4971 - Wall 4-1 1^Both - - 3641 -1.0 -242 - - 4971 - Seg. 1 -Both 0.0 - 0 -1.0 -242 -242 - - Seg. 2 -Both 177.6 - 3641 -1.0 -242 -242 4971 0.73 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 1 LnA, Lev1 1 Both 119.3 - 2564 -1.0 -242 -242 5213 0.49 Line B Level 2 LnB, Lev2 -Both - - 2415 - - -242 - - 5213 - Wall B-1 1 Both - - 1235 -1.0 -242 - - 2667 - Seg. 1 -Both 205.9 18.7 618 -1.0 -242 -242 727 0.85 Open. 1 -Both - 224.6 1123 - - -242 -242 1212 0.93 Seg. 2 -Both 205.9 18.7 618 -1.0 -242 -242 727 0.85 Wall B-2 1 Both - - 1179 -1.0 -242 - - 2546 - Seg. 1 -Both 214.4 10.2 590 -1.0 -242 -242 667 0.88 Open. 1 -Both - 224.6 1123 - - -242 -242 1212 0.93 Seg. 2 -Both 214.4 10.2 590 -1.0 -242 -242 667 0.88 Line D Level 1 LnD, Lev1 -Both - - 1459 - - -242 - - 4183 - Wall D-1 1 Both 84.6 - 1459 -1.0 -242 -242 4183 0.35 Line E LnE, Lev1 -Both - - 846 - - -242 - - 2074 - Wall E-1 1 Both - - 846 -1.0 -242 - - 2074 - Seg. 1 -Both 87.9 - 351 -.89 -216 -216 862 0.41 Seg. 2 -Both 98.8 - 494 -1.0 -242 -242 1212 0.41 Line F Level 2 LnF, Lev2 -Both - - 2377 - - -242 - - 5334 - Wall F-1 1 Both - - 2377 -1.0 -242 - - 5334 - Seg. 1 -Both 108.0 - 1810 -1.0 -242 -242 4061 0.45 Seg. 2 -Both 108.0 - 567 -1.0 -242 -242 1273 0.45 Level 1 LnF, Lev1 -Both - - 2749 - - -595 - - 3237 - Wall F-1 2^Both - - 2749 -1.0 -595 - - 3237 - Seg. 1 -Both 392.7 - 1375 -.78 -462 -462 1618 0.85 Seg. 2 -Both 392.7 - 1375 -.78 -462 -462 1618 0.85 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is critical forallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. 20 Page 24 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 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. 21 Page 25 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 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 1-1 L End 0.00 0.12 784 784 LIMIT w/o 1500 0.52 V Elem 0.00 3.13 441 441 Refer to upper level 1-1 L Op 1 0.00 12.38 784 784 LIMIT w/o 1500 0.52 1-1 R Op 1 0.00 15.63 791 791 LIMIT w/o 1500 0.53 1-1 L Op 2 0.00 24.38 1025 1025 LIMIT w/o 1500 0.68 1-1 R Op 2 0.00 28.63 571 571 LIMIT w/o 1500 0.38 V Elem 0.00 30.63 441 441 Refer to upper level 1-1 L Op 3 0.00 49.88 1063 1063 LIMIT w/o 1500 0.71 1-1 R Op 3 0.00 56.13 572 572 LIMIT w/o 1500 0.38 1-1 R End 0.00 59.88 729 729 LIMIT w/o 1500 0.49 Line 4 4-1 R Op 1 30.00 29.63 2560 2560 STHD14 (8" S 3815 0.67 V Elem 30.00 32.62 941 941 Refer to upper level V Elem 30.00 37.88 1125 1125 Refer to upper level V Elem 30.00 42.62 1125 1125 Refer to upper level V Elem 30.00 44.88 1097 1097 Refer to upper level 4-1 R End 30.00 49.88 1618 1618 STHD14 (8" S 3815 0.42 V Elem 30.00 54.38 1097 1097 Refer to upper level Line A A-1 L End 0.12 0.00 1086 1086 LIMIT w/o 1500 0.72 A-1 R End 21.38 0.00 1086 1086 LIMIT w/o 1500 0.72 Line B V Elem 0.12 3.00 919 919 Refer to upper level V Elem 10.88 3.00 919 919 Refer to upper level V Elem 11.13 4.50 920 920 Refer to upper level V Elem 21.38 4.50 920 920 Refer to upper level Line D D-1 L End 3.13 20.00 772 772 STHD14 (8" S 3815 0.20 D-1 R End 20.13 20.00 772 772 STHD14 (8" S 3815 0.20 Line E E-1 L End 13.13 50.00 843 843 STHD14 (8" S 3815 0.22 E-1 L Op 1 16.88 50.00 843 843 STHD14 (8" S 3815 0.22 E-1 R Op 1 25.13 50.00 936 936 STHD14 (8" S 3815 0.25 E-1 R End 29.88 50.00 936 936 STHD14 (8" S 3815 0.25 Line F F-1 L End 0.12 60.00 4684 4684 HDU5 (4x6)5645 0.83 F-1 L Op 1 3.38 60.00 3806 3806 STHD14 (8" S 3815 1.00 F-1 R Op 1 9.63 60.00 3806 3806 STHD14 (8" S 3815 1.00 F-1 R End 12.88 60.00 3806 3806 STHD14 (8" S 3815 1.00 V Elem 16.62 58.00 877 877 Refer to upper level V Elem 24.88 58.00 908 908 Refer to upper level V Elem 29.88 58.00 908 908 Refer to upper level 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 3.13 441 441 LIMIT w/o 1500 0.29 1-1 L Op 1 0.00 26.38 441 441 LIMIT w/o 1500 0.29 1-1 R Op 1 0.00 30.63 441 441 LIMIT w/o 1500 0.29 1-1 L Op 2 0.00 52.13 441 441 LIMIT w/o 1500 0.29 Line 4 4-1 R Op 1 30.00 29.63 941 941 LIMIT w/o 1500 0.63 4-1 L Op 2 30.00 32.62 941 941 LIMIT w/o 1500 0.63 4-1 R Op 2 30.00 37.88 1125 1125 LIMIT w/o 1500 0.75 4-1 L Op 3 30.00 42.62 1125 1125 LIMIT w/o 1500 0.75 4-1 R Op 3 30.00 44.88 1097 1097 LIMIT w/o 1500 0.73 4-1 L Op 4 30.00 54.38 1097 1097 LIMIT w/o 1500 0.73 Line B B-1 L End 0.12 3.00 919 919 LIMIT w/o 1500 0.61 B-1 R End 10.88 3.00 919 919 LIMIT w/o 1500 0.61 B-2 L End 11.13 4.50 920 920 LIMIT w/o 1500 0.61 B-2 R End 21.38 4.50 920 920 LIMIT w/o 1500 0.61 Line F F-1 L End 0.12 58.00 877 877 LIMIT w/o 1500 0.58 F-1 L Op 1 16.62 58.00 877 877 LIMIT w/o 1500 0.58 F-1 R Op 1 24.88 58.00 908 908 LIMIT w/o 1500 0.61 F-1 R End 29.88 58.00 908 908 LIMIT w/o 1500 0.61 22 Page 26 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 Legend: Line-Wall: Atwalloropening –Shearline and wallnumber Atverticalelement–Shearline Posit'n – Position of studpack thathold-down isattached to: VElem – Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening Lor REnd –At leftorrightwallend Lor ROp n –At leftorrightside of opening n t @Op n –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 = -0.2Sds xASD 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. 23 Page 27 of 47 WoodWorks®Shearwalls 2612-SHEAR.wswu Jul. 28, 2025 10:14:10 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 7152 7152 1-1 LeftOpening 1 0.00 12.50 430 -430 1-1 Right Opening 1 0.00 15.50 73 -73 1-1 LeftOpening 2 0.00 24.50 383 -383 1-1 Right Opening 2 0.00 28.50 -94 94 1-1 LeftOpening 3 0.00 50.00 646 -646 1-1 Right Opening 3 0.00 56.00 -69 69 Line 4 Shearline force 6457 6457 4-1 Right Opening 1 30.00 29.50 -3305 3305 Line D Shearline force 3271 3271 D-1 LeftWall End 3.00 20.00 -327 327 D-1 Right Wall End 20.25 20.00 1063-1063 Line E Shearline force 1824 1824 E-1 LeftWall End 13.00 50.00 -791 791 E-1 LeftOpening 1 17.00 50.00 -276 276 E-1 Right Opening 1 25.00 50.00 -762 762 Line F Shearline force 3180 3180 F-1 LeftOpening 1 3.50 60.00 734 -734 F-1 Right Opening 1 9.50 60.00 -734 734 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 3021 3021 1-1 LeftOpening 1 0.00 26.50 278 -278 1-1 Right Opening 1 0.00 30.50 58 -58 1-1 LeftOpening 2 0.00 52.25 316 -316 Line 4 Shearline force 2846 2846 4-1 Right Opening 1 30.00 29.50 -1224 1224 4-1 LeftOpening 2 30.00 32.75 -977 977 4-1 Right Opening 2 30.00 37.75 -1261 1261 4-1 LeftOpening 3 30.00 42.75 -728 728 4-1 Right Opening 3 30.00 44.75 -841 841 4-1 LeftOpening 4 30.00 54.50 199 -199 Line B Shearline force 2957 2957 B-1 LeftOpening 1 3.00 3.00 -344 344 B-1 Right Opening 1 8.00 3.00 344 -344 B-2 LeftOpening 1 13.75 4.50 -344 344 B-2 Right Opening 1 18.75 4.50 344 -344 B-1 LeftOpening 1 3.00 3.00 562 562 B-1 Right Opening 1 8.00 3.00 562 562 B-2 LeftOpening 1 13.75 4.50 562 562 B-2 Right Opening 1 18.75 4.50 562 562 Line F Shearline force 2910 2910 F-1 LeftOpening 1 16.75 58.00 591 -591 F-1 Right Opening 1 24.75 58.00 -185 185 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. 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 24 Page 28 of 47 R1 Aug.5,202512:30 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(5.00') psf Load2 Snow Full Area 25.00(5.00') psf Self-weight Dead Full UDL 6.0 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 8.083' 8.042'0' Unfactored: Dead 327 327 Snow 505 505 Factored: Total 833 833 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0.76 0.76 Support 0.69 0.69 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 *Minimumbearinglength settingused:1/2" forend supports 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 = 41 Fv' = 207 psi fv/Fv' = 0.20 Bending(+) fb = 652 Fb' = 1329 psi fb/Fb' = 0.49 Live Defl'n 0.07 = < L/999 0.27 = L/360 in 0.25 Total Defl'n 0.13 = L/739 0.40 = L/240 in 0.32 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 = 828, V design = 700 (NDS 3.4.3.1(a)) lbs; M(+) = 1665 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 29 of 47 R2 Aug.5,202512:31 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(16.00') psf Load2 Snow Full Area 25.00(16.00') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.126' 5.063'0' Unfactored: Dead 630 630 Snow 1025 1025 Factored: Total 1656 1656 Bearing: Capacity Beam 1656 1656 Support 1833 1833 Des ratio Beam 1.00 1.00 Support 0.90 0.90 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 1.11 1.11 Fcp sup 625 625 R2 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:5.13';Clearspan:5.0';Volume = 0.9cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 72 Fv' = 207 psi fv/Fv' = 0.35 Bending(+) fb = 810 Fb' = 1335 psi fb/Fb' = 0.61 Live Defl'n 0.03 = < L/999 0.17 = L/360 in 0.20 Total Defl'n 0.06 = L/950 0.25 = L/240 in 0.25 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 0.992 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + 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 = 1636, V design = 1225 (NDS 3.4.3.1(a)) lbs; M(+) = 2070 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 5.06' Le = 10.06' RB = 8.5 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 30 of 47 SF1 Aug.5,202512:37 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(4.00') psf Load3 Live Full Area 40.00(4.00') psf Load4 Dead Full Area 15.00(1.00') psf Load5 Snow Full Area 25.00(1.00') psf Load6 Dead Partial Area 0.14 3.81 15.00(5.00') psf Load7 Snow Partial Area 0.14 3.81 25.00(5.00') psf Load8 Dead Partial Area 11.81 16.64 15.00(5.00') psf Load9 Snow Partial Area 11.81 16.64 25.00(5.00') psf Load10 Dead Point 3.81 327 lbs Load11 Snow Point 3.81 505 lbs Load12 Dead Point 11.81 327 lbs Load13 Snow Point 11.81 505 lbs Self-weight Dead Full UDL 12.1 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 16.785' 16.642'0' Unfactored: Dead 1948 1945 Live 1343 1343 Snow 1246 1246 Factored: Total 3890 3886 Bearing: Capacity Beam 3890 3886 Support 4141 4137 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #3 #3 Length 1.71 1.71 Min req'd 1.71 1.71 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"x15" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:16.81';Clearspan:16.5';Volume = 6.1cu.ft.;10laminations,3-1/2"maximumwidth, Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 93 Fv' = 305 psi fv/Fv' = 0.31 Bending(+) fb = 1192 Fb' = 2400 psi fb/Fb' = 0.50 Live Defl'n 0.21 = L/934 0.55 = L/360 in 0.39 Total Defl'n 0.54 = L/370 0.83 = L/240 in 0.65 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 1.00 1.00 1.00 1.000 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 #3 = D + 0.75(L + S) 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 = 3870, V design = 3271 (NDS 3.4.3.1(a)) lbs; M(+) = 13037 lbs-ft EI = 1771.85e06 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 31 of 47 SF2 Aug.5,202512:38 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Point 5.79 3352 lbs Load2 Live Point 5.79 2320 lbs Load3 Snow Point 5.79 2162 lbs Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.283' 6.141'0' Unfactored: Dead 221 3168 Live 140 2180 Snow 130 2032 Factored: Total 424 6327 Bearing: Capacity Beam 1094 6327 Support 1211 7005 Des ratio Beam 0.39 1.00 Support 0.35 0.90 Load comb #3 #3 Length 0.50* 2.89 Min req'd 0.50* 2.89 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports SF2 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.31';Clearspan:6.0';Volume = 1.1cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 155 Fv' = 207 psi fv*/Fv' = 0.75 Bending(+) fb = 917 Fb' = 1333 psi fb/Fb' = 0.69 Live Defl'n 0.03 = < L/999 0.20 = L/360 in 0.14 Total Defl'n 0.07 = L/992 0.31 = L/240 in 0.24 *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 CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 0.991 1.300 - 1.00 1.00 1.00 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICALLOADCOMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75(L + S) Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 – LC #3 = D + 0.75(L + S) Support 2 – LC #3 = D + 0.75(L + S) 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 = 6327, V design* = 2625 (NDS 3.4.3.1(a)) lbs; M(+) = 2344 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 6.13' Le = 11.81' RB = 9.2 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 47 SF3 Aug.5,202512:39 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial UDL 0.05 8.05 80.0 80.0 plf Load2 Dead Partial Area 0.05 8.05 12.00(0.80') psf Load3 Live Partial Area 0.05 8.05 40.00(0.80') psf Load4 Dead Partial Area 0.05 4.55 15.00(4.00') psf Load5 Snow Partial Area 0.05 4.55 25.00(4.00') psf Load6 Dead Partial Area 6.55 8.05 15.00(4.00') psf Load7 Snow Partial Area 6.55 8.05 25.00(4.00') psf Load8 Dead Partial Area 8.05 9.55 15.00(2.00') psf Load9 Snow Partial Area 8.05 9.55 25.00(2.00') psf Load10 Dead Point 4.55 69 lbs Load11 Snow Point 4.55 104 lbs Load12 Dead Point 6.55 69 lbs Load13 Snow Point 6.55 104 lbs Load14 Dead Point 8.05 1945 lbs Load15 Live Point 8.05 1343 lbs Load16 Snow Point 8.05 1246 lbs Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 9.649' 9.574'0' Unfactored: Dead 1092 2256 Live 366 1233 Snow 675 1454 Factored: Total 1873 4271 Bearing: Capacity Beam 1873 4271 Support 2001 4562 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #3 #3 Length 0.55 1.24 Min req'd 0.55 1.24 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF3 Timber-soft, D.Fir-L, No.2,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:9.63';Clearspan:9.5';Volume = 4.2cu.ft.;Beamorstringer Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 99 Fv' = 195 psi fv/Fv' = 0.51 Bending(+) fb = 659 Fb' = 997 psi fb/Fb' = 0.66 Live Defl'n 0.05 = < L/999 0.32 = L/360 in 0.16 Total Defl'n 0.15 = L/766 0.48 = L/240 in 0.31 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 3 Fb'+ 875 1.15 1.00 1.00 0.991 1.000 - 1.00 1.00 1.00 3 Fcp' 625 - 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 #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 = 4188, V design = 4188 (NDS 3.4.3.1(a)) lbs; M(+) = 6658 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 = 9.56' Le = 18.50' RB = 9.2 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 33 of 47 SF4 Aug.5,202512:40 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(2.00') psf Load2 Snow Full Area 25.00(2.00') psf Self-weight Dead Full UDL 15.0 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 16.583' 16.542'0' Unfactored: Dead 373 373 Snow 415 415 Factored: Total 788 788 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.46 0.46 Support 0.43 0.43 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimumbearinglength settingused:1/2" forend supports SF4 Timber-soft, D.Fir-L, No.2,6x12(5-1/2"x11-1/2") Supports:All-Timber-softBeam, D.Fir-L No.2 Totallength:16.56'; Clear span:16.5';Volume=7.3 cu.ft.;Beamor stringer Lateral support: top=at supports,bottom=at supports; ThissectionPASSESthedesigncodecheck. Analysisvs.Allowable StressandDeflection using NDS2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 16 Fv' = 195 psi fv/Fv' = 0.08 Bending(+) fb = 322 Fb' = 990 psi fb/Fb' = 0.32 Live Defl'n 0.09 = < L/999 0.55 = L/360 in 0.17 Total Defl'n 0.22 = L/908 0.83 = L/240 in 0.26 AdditionalData: 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 0.984 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 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 = 786, V design = 693 (NDS 3.4.3.1(a)) lbs; M(+) = 3250 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 = 16.56' Le = 30.44' RB = 11.8 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 34 of 47 SF5 Aug.5,202512:41 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(12.75') psf Load2 Live Full Area 40.00(12.75') psf Self-weight Dead Full UDL 10.9 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 12.304' 12.152'0' Unfactored: Dead 1007 1007 Live 3138 3138 Factored: Total 4145 4145 Bearing: Capacity Beam 4145 4145 Support 4412 4412 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 1.82 1.82 Min req'd 1.82 1.82 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF5 Glulam-Unbalan.,WestSpecies,24F-V4 DF,3-1/2"x13-1/2" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:12.31';Clearspan:12';Volume = 4.0cu.ft.;9laminations,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 = 104 Fv' = 265 psi fv/Fv' = 0.39 Bending(+) fb = 1404 Fb' = 2189 psi fb/Fb' = 0.64 Live Defl'n 0.19 = L/752 0.41 = L/360 in 0.48 Total Defl'n 0.29 = L/507 0.61 = L/240 in 0.47 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 0.912 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 - - 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 Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 4094, V design = 3285 (NDS 3.4.3.1(a)) lbs; M(+) = 12439 lbs-ft EI = 1291.68e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 12.13' Le = 23.19' RB = 17.5 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 47 SF6 Aug.5,202512:42 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(12.75') psf Load2 Live Full Area 40.00(12.75') psf Self-weight Dead Full UDL 12.4 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 8.133' 8.067'0' Unfactored: Dead 672 672 Live 2074 2074 Factored: Total 2746 2746 Bearing: Capacity Beam 2746 2746 Support 2934 2934 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 0.80 0.80 Min req'd 0.80 0.80 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF6 Timber-soft, D.Fir-L, No.2,6x10(5-1/2"x9-1/2") Supports:All-Timber-softBeam, D.Fir-L No.2 Totallength:8.13'; Clear span:8.0';Volume=3.0 cu.ft.;Beamor stringer Lateral support: top=at supports,bottom=at supports; ThissectionPASSESthedesigncodecheck. Analysisvs.Allowable StressandDeflection using NDS2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 62 Fv' = 170 psi fv/Fv' = 0.37 Bending(+) fb = 797 Fb' = 875 psi fb/Fb' = 0.91 Live Defl'n 0.10 = < L/999 0.27 = L/360 in 0.35 Total Defl'n 0.14 = L/684 0.40 = L/240 in 0.35 AdditionalData: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 875 1.00 1.00 1.00 1.000 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 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 = 2724, V design = 2167 (NDS 3.4.3.1(a)) lbs; M(+) = 5494 lbs-ft EI = 510.84e06 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 36 of 47 SF7 Aug.5,202512:42 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(16.50') psf Load2 Live Full Area 40.00(16.50') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.17' 5.085'0' Unfactored: Dead 527 527 Live 1706 1706 Factored: Total 2233 2233 Bearing: Capacity Beam 2233 2233 Support 2473 2473 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 1.02 1.02 Min req'd 1.02 1.02 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF7 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:5.19';Clearspan:5.0';Volume = 0.9cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 97 Fv' = 180 psi fv/Fv' = 0.54 Bending(+) fb = 1093 Fb' = 1162 psi fb/Fb' = 0.94 Live Defl'n 0.06 = < L/999 0.17 = L/360 in 0.33 Total Defl'n 0.08 = L/746 0.25 = L/240 in 0.32 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.993 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L 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 = 2197, V design = 1638 (NDS 3.4.3.1(a)) lbs; M(+) = 2793 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 5.06' Le = 10.13' RB = 8.5 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 37 of 47 SF8 Aug.5,202512:43 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(0.80') psf Load3 Live Full Area 40.00(0.80') psf Load4 Dead Partial Area 0.07 2.07 15.00(16.00') psf Load5 Snow Partial Area 0.07 2.07 25.00(16.00') psf Load6 Dead Point 2.07 504 lbs Load7 Snow Point 2.07 820 lbs Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 4.114' 4.057'0' Unfactored: Dead 806 571 Live 66 66 Snow 1005 615 Factored: Total 1811 1186 Bearing: Capacity Beam 1811 1186 Support 2005 1313 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #4 #4 Length 0.83 0.54 Min req'd 0.83 0.54 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF8 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:4.13';Clearspan:4.0';Volume = 0.7cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 82 Fv' = 207 psi fv/Fv' = 0.40 Bending(+) fb = 861 Fb' = 1337 psi fb/Fb' = 0.64 Live Defl'n 0.02 = < L/999 0.14 = L/360 in 0.13 Total Defl'n 0.04 = < L/999 0.20 = L/240 in 0.19 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 4 Fb'+ 900 1.15 1.00 1.00 0.994 1.300 - 1.00 1.00 1.00 4 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 #4 = D + S Bending(+): LC #4 = D + S Deflection: LC #4 = D + S (live) LC #4 = D + S (total) Bearing : Support 1 – LC #4 = D + S Support 2 – LC #4 = D + 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 = 1808, V design = 1392 (NDS 3.4.3.1(a)) lbs; M(+) = 2200 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 4.06' Le = 8.38' RB = 7.7 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 47 SF9 Aug.5,202512:44 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 0.16 10.66 12.00(9.50') psf Load3 Live Partial Area 0.16 10.66 40.00(9.50') psf Load4 Dead Partial Area 10.66 20.74 12.00(7.75') psf Load5 Live Partial Area 10.66 20.74 40.00(7.75') psf Load6 Dead Partial Area 0.16 2.66 15.00(3.50') psf Load7 Snow Partial Area 0.16 2.66 25.00(3.50') psf Load8 Dead Partial Area 7.66 10.66 15.00(3.50') psf Load9 Snow Partial Area 7.66 10.66 25.00(3.50') psf Load10 Dead Partial Area 10.66 13.41 15.00(2.75') psf Load11 Snow Partial Area 10.66 13.41 25.00(2.75') psf Load12 Dead Partial Area 18.41 20.74 15.00(2.75') psf Load13 Snow Partial Area 18.41 20.74 25.00(2.75') psf Load14 Dead Partial Area 0.16 10.66 15.00(1.50') psf Load15 Snow Partial Area 0.16 10.66 25.00(1.50') psf Load16 Dead Partial Area 10.66 20.74 15.00(2.25') psf Load17 Snow Partial Area 10.66 20.74 25.00(2.25') psf Load18 Dead Point 2.66 149 lbs Load19 Snow Point 2.66 222 lbs Load20 Dead Point 7.66 149 lbs Load21 Snow Point 7.66 222 lbs Load22 Dead Point 13.41 130 lbs Load23 Snow Point 13.41 191 lbs Load24 Dead Point 18.41 130 lbs Load25 Snow Point 18.41 191 lbs Self-weight Dead Full UDL 20.9 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 20.89' 20.737'0' Unfactored: Dead 2984 2887 Live 3736 3379 Snow 1300 1317 Factored: Total 6761 6409 Bearing: Capacity Beam 6761 6409 Support 6945 6583 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #3 #3 Length 1.89 1.79 Min req'd 1.89 1.79 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF9 Glulam-Unbalan.,WestSpecies,24F-V4DF,5-1/2"x16-1/2" Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:20.88';Clearspan:20.563';Volume = 13.2cu.ft.;11 laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 96 Fv' = 265 psi fv/Fv' = 0.36 Bending(+) fb = 1631 Fb' = 2260 psi fb/Fb' = 0.72 Live Defl'n 0.40 = L/626 0.69 = L/360 in 0.57 Total Defl'n 0.87 = L/284 1.04 = L/240 in 0.84 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 0.942 0.963 - - 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 Only the lesser of CL and CV is applied, as per NDS 5.3.6 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 = 6714, V design = 5790 (NDS 3.4.3.1(a)) lbs; M(+) = 33916 lbs-ft EI = 3705.95e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 20.75' Le = 38.13' RB = 15.8 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 39 of 47 SF10 Aug.5,202512:44 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(3.25') psf Load2 Snow Full Area 25.00(3.25') psf Self-weight Dead Full UDL 9.8 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 7.583' 7.542'0' Unfactored: Dead 222 222 Snow 308 308 Factored: Total 530 530 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.31 0.31 Support 0.29 0.29 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimumbearinglength settingused:1/2" forend supports SF10 Timber-soft, D.Fir-L, No.2,6x8(5-1/2"x7-1/2") Supports:All-Timber-softBeam, D.Fir-L No.2 Totallength:7.56'; Clear span:7.5';Volume=2.2 cu.ft.;Postor timber Lateral support: top=at supports,bottom=at supports; ThissectionPASSESthedesigncodecheck. Analysisvs.Allowable StressandDeflection using NDS2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 16 Fv' = 195 psi fv/Fv' = 0.08 Bending(+) fb = 231 Fb' = 862 psi fb/Fb' = 0.27 Live Defl'n 0.02 = < L/999 0.25 = L/360 in 0.09 Total Defl'n 0.05 = < L/999 0.38 = L/240 in 0.13 AdditionalData: 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'+ 750 1.15 1.00 1.00 1.000 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 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 = 527, V design = 437 (NDS 3.4.3.1(a)) lbs; M(+) = 994 lbs-ft EI = 251.36e06 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 40 of 47 SF11 Aug.5,202512:45 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.04 8.29 15.00(2.50') psf Load2 Snow Partial Area 0.04 8.29 25.00(2.50') psf Load3 Dead Partial Area 8.29 16.04 15.00(3.25') psf Load4 Snow Partial Area 8.29 16.04 25.00(3.25') psf Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 16.083' 16.042'0' Unfactored: Dead 442 487 Snow 535 610 Factored: Total 977 1097 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.57 0.64 Support 0.53 0.60 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports SF11 Timber-soft, D.Fir-L, No.2,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:16.06';Clearspan:16.0';Volume = 7.1cu.ft.;Beamorstringer Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 23 Fv' = 195 psi fv/Fv' = 0.12 Bending(+) fb = 412 Fb' = 991 psi fb/Fb' = 0.42 Live Defl'n 0.12 = < L/999 0.53 = L/360 in 0.22 Total Defl'n 0.26 = L/740 0.80 = L/240 in 0.32 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 0.985 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 = 1097, V design = 958 (NDS 3.4.3.1(a)) lbs; M(+) = 4165 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 = 16.06' Le = 29.50' RB = 11.6 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 41 of 47 F1 Aug.5,202512:45 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) : 9.595' 9.548'0' Unfactored: Dead 90 90 Live 256 256 Factored: Total 346 346 Bearing: Capacity Joist 346 346 Support 668 668 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.57 0.57 Min req'd 0.57 0.57 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:9.63'; Clear span:9.5';Volume=0.9 cu.ft. Lateral support: top= continuous,bottom=at supports; Repetitive factor:appliedwherepermitted(refer toonlinehelp); ThissectionPASSESthedesigncodecheck. Analysisvs.Allowable StressandDeflection using NDS2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 31 Fv' = 150 psi fv/Fv' = 0.21 Bending(+) fb = 462 Fb' = 1075 psi fb/Fb' = 0.43 Live Defl'n 0.08 = < L/999 0.32 = L/360 in 0.24 Total Defl'n 0.12 = L/965 0.48 = L/240 in 0.25 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 = 345, V design = 287 (NDS 3.4.3.1(a)) lbs; M(+) = 823 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 47 F2 Aug.5,202512:45 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(9.00') psf Load2 Live Full Area Yes 40.00(9.00') psf Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5' 10.042' 10'0' Unfactored: Dead 216 713 216 Live 795 2250 795 Factored: Total 1011 2963 1011 Bearing: Capacity Beam 1094 3496 1094 Support 1211 2963 1211 Des ratio Beam 0.92 0.85 0.92 Support 0.83 1.00 0.83 Load comb #3 #2 #4 Length 0.50* 1.22 0.50* Min req'd 0.50* 1.22** 0.50* Cb 1.00 1.31 1.00 Cb min 1.00 1.31 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F2 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:10.06';Clearspan:4.938',4.938';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 = 69 Fv' = 180 psi fv/Fv' = 0.39 Bending(+) fb = 414 Fb' = 1154 psi fb/Fb' = 0.36 Bending(-) fb = 580 Fb' = 1154 psi fb/Fb' = 0.50 Live Defl'n 0.02 = < L/999 0.17 = L/360 in 0.12 Total Defl'n 0.03 = < L/999 0.25 = L/240 in 0.10 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 0.986 1.300 - 1.00 1.00 1.00 3 Fb'- 900 1.00 1.00 1.00 0.986 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 = 1481, V design = 1173 (NDS 3.4.3.1(a)) lbs M(+) = 1058 lbs-ft; M(-) = 1481 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 = 10.00' Le = 18.38' RB = 11.4; Lu based on full length Lateral stability(-): Lu = 10.00' Le = 18.38' RB = 11.4; 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 47 F3 Aug.5,202512:46 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(8.00') psf Load2 Live Full Area Yes 40.00(8.00') psf Load3 Dead Point No 4.92 430 lbs Load4 Live Point Yes 4.92 1169 lbs Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 1.833' 8.667' 6.833'8.667'0' Unfactored: Dead 607 707 Live 1942 2215 Factored: Total 2549 2922 Bearing: Capacity Beam 3123 3460 Support 2549 2922 Des ratio Beam 0.82 0.84 Support 1.00 1.00 Load comb #5 #8 Length 1.05 1.21 Min req'd 1.05** 1.21** Cb 1.36 1.31 Cb min 1.36 1.31 Cb support 1.11 1.11 Fcp sup 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:8.69';Clearspan:1.813',4.875',1.813';Volume = 1.5cu.ft. Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 111 Fv' = 180 psi fv/Fv' = 0.62 Bending(+) fb = 1161 Fb' = 1170 psi fb/Fb' = 0.99 Bending(-) fb = 278 Fb' = 1167 psi fb/Fb' = 0.24 Deflection: Interior Live 0.05 = < L/999 0.17 = L/360 in 0.32 Total 0.07 = L/832 0.25 = L/240 in 0.29 Cantil. Live -0.06 = L/350 0.12 = L/180 in 0.51 Total -0.08 = L/268 0.18 = L/120 in 0.45 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 8 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 4 Fb'- 900 1.00 1.00 1.00 0.998 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 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICALLOADCOMBINATIONS: Shear : LC #8 = D + L (pattern: _LL) Bending(+): LC #4 = D + L (pattern: _L_) Bending(-): LC #2 = D + L Deflection: LC #4 = (live) LC #4 = (total) Bearing : Support 1 – LC #5 = D + L (pattern: LL_) Support 2 – 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 = 2149, V design = 1873 (NDS 3.4.3.1(a)) lbs M(+) = 2965 lbs-ft; M(-) = 709 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 = 1.81' Le = 3.44' RB = 4.9; Lu based on full span Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.ContinuousorCantileveredBeams:NDSClause4.2.5.5requires thatnormalgradingprovisionsbeextended to themiddle2/3of2spanbeamsand to thefulllengthofcantileversandotherspans. 4.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 44 of 47 F4 Aug.5,202512:47 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(8.00') psf Load2 Live Full Area Yes 40.00(8.00') psf Load3 Dead Full Area No 12.00(14.50') psf Load4 Live Full Area Yes 40.00(14.50') psf Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 1.833'6.084' 10.297' 10.254'0' Unfactored: Dead 1085 1288 468 Live 3767 4737 1774 Factored: Total 4853 6025 2243 Bearing: Capacity Beam 5203 6263 2243 Support 4853 6025 2483 Des ratio Beam 0.93 0.96 1.00 Support 1.00 1.00 0.90 Load comb #5 #8 #7 Length 2.00 2.49 1.03 Min req'd 2.00** 2.49** 1.03 Cb 1.19 1.15 1.00 Cb min 1.19 1.15 1.00 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:10.31';Clearspan:1.75',4.063',4.0';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 = 132 Fv' = 180 psi fv/Fv' = 0.73 Bending(+) fb = 800 Fb' = 1156 psi fb/Fb' = 0.69 Bending(-) fb = 974 Fb' = 1156 psi fb/Fb' = 0.84 Deflection: Interior Live 0.03 = < L/999 0.14 = L/360 in 0.20 Total 0.04 = < L/999 0.21 = L/240 in 0.17 Cantil. Live 0.06 = L/379 0.12 = L/180 in 0.47 Total 0.07 = L/328 0.18 = L/120 in 0.37 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 8 Fb'+ 900 1.00 1.00 1.00 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 8 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 7 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 7 CRITICALLOADCOMBINATIONS: Shear : LC #8 = D + L (pattern: _LL) Bending(+): LC #7 = D + L (pattern: L_L) Bending(-): LC #8 = D + L (pattern: _LL) Deflection: LC #7 = (live) LC #7 = (total) Bearing : Support 1 – LC #5 = D + L (pattern: LL_) Support 2 – LC #8 = D + L (pattern: _LL) Support 3 – LC #7 = D + L (pattern: L_L) 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 = 3049, V design = 2228 (NDS 3.4.3.1(a)) lbs M(+) = 2044 lbs-ft; M(-) = 2490 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 = 10.25' Le = 16.56' RB = 10.9; Lu based on full length Lateral stability(-): Lu = 10.25' Le = 16.56' 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 47 F5 Aug.5,202512:47 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(8.00') psf Load2 Live Full Area Yes 40.00(8.00') psf Load3 Dead Partial Area No 3.85 9.35 12.00(14.50') psf Load4 Live Partial Area Yes 3.85 9.35 40.00(14.50') psf Load5 Dead Point No 4.02 343 lbs Load6 Live Point Yes 4.02 1108 lbs Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 4.67' 9.406' 9.34'0' Unfactored: Dead 167 1580 512 Live 782 5114 1847 Factored: Uplift -89 Total 949 6694 2359 Bearing: Capacity Beam 1094 6866 2359 Support 1211 6694 2612 Des ratio Beam 0.87 0.97 1.00 Support 0.78 1.00 0.90 Load comb #3 #2 #4 Length 0.50* 2.76 1.08 Min req'd 0.50* 2.76** 1.08 Cb 1.00 1.14 1.00 Cb min 1.00 1.14 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports **Minimumbearinglengthgovernedby 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 Totallength:9.38';Clearspan:4.563',4.5';Volume = 1.7cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 147 Fv' = 180 psi fv/Fv' = 0.82 Bending(+) fb = 917 Fb' = 1155 psi fb/Fb' = 0.79 Bending(-) fb = 1047 Fb' = 1155 psi fb/Fb' = 0.91 Live Defl'n 0.04 = < L/999 0.16 = L/360 in 0.24 Total Defl'n 0.05 = < L/999 0.23 = L/240 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 2 Fb'+ 900 1.00 1.00 1.00 0.987 1.300 - 1.00 1.00 1.00 4 Fb'- 900 1.00 1.00 1.00 0.987 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #4 = D + L (pattern: _L) Bending(-): LC #2 = D + L Deflection: LC #4 = (live) LC #4 = (total) Bearing : Support 1 – LC #3 = D + L (pattern: L_) Support 2 – LC #2 = D + L Support 3 – LC #4 = D + L (pattern: _L) Uplift : Support 1 – 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 = 3319, V design = 2485 (NDS 3.4.3.1(a)) lbs M(+) = 2344 lbs-ft; M(-) = 2674 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 = 9.31' Le = 17.19' RB = 11.0; Lu based on full length Lateral stability(-): Lu = 9.31' Le = 17.19' RB = 11.0; 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 46 of 47 F6 Aug.5,202512:48 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(8.00') psf Load2 Live Full Area Yes 40.00(8.00') psf Load3 Dead Partial Area No 5.27 9.10 12.00(10.00') psf Load4 Live Partial Area Yes 5.27 9.10 40.00(10.00') psf Load5 Dead Point No 5.27 835 lbs Load6 Live Point Yes 5.27 2517 lbs Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.417' 9.104' 7.25'9.083'0' Unfactored: Dead 239 1366 620 Live 762 4949 2682 Factored: Uplift -24 Total 1001 6315 3301 Bearing: Capacity Beam 1094 6524 3802 Support 1211 6315 3301 Des ratio Beam 0.91 0.97 0.87 Support 0.83 1.00 1.00 Load comb #7 #5 #8 Length 0.50* 2.61 1.36 Min req'd 0.50* 2.61** 1.36** Cb 1.00 1.14 1.28 Cb min 1.00 1.14 1.28 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 *Minimumbearing lengthsettingused:1/2"forendsupports **Minimumbearing lengthgovernedby therequiredwidthof thesupportingmember. F6 Lumber-soft,D.Fir-L,No.2,4x8(3-1/2"x7-1/4") Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:9.13';Clearspan:5.313',1.688',1.75';Volume = 1.6cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 86 Fv' = 180 psi fv*/Fv' = 0.48 Bending(+) fb = 456 Fb' = 1158 psi fb/Fb' = 0.39 Bending(-) fb = 631 Fb' = 1158 psi fb/Fb' = 0.55 Deflection: Interior Live 0.02 = < L/999 0.18 = L/360 in 0.13 Total 0.04 = < L/999 0.27 = L/240 in 0.13 Cantil. Live 0.03 = L/768 0.12 = L/180 in 0.23 Total 0.04 = L/540 0.18 = L/120 in 0.22 *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 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 0.989 1.300 - 1.00 1.00 1.00 7 Fb'- 900 1.00 1.00 1.00 0.989 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 7 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 7 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 #7 = (live) LC #7 = (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) Support 3 – LC #3 = 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 = 4775, V design* = 1456 (NDS 3.4.3.1(a)) lbs M(+) = 1166 lbs-ft; M(-) = 1613 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 = 9.06' Le = 14.88' RB = 10.3; Lu based on full length Lateral stability(-): Lu = 9.06' Le = 14.88' 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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