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Engineering Calcs
P.O. BOX 108, MILTON, WA 98354 Phone (253) 344-1666 ENGINEERING, PLLC PHILLIPS STRUCTURAL ORIGINAL STAMP MUST BE RED TO BE VALID NOV. 15, 2024 4/30/2025 ENGINEERING ANALYSIS FOR: SOUNDBUILT HOMES SITE: The enclosed documents are to be used in conjunction with the plans referenced on the cover page. It is imperative that the contractor study and understand the engineering requirements and any required changes to the architectural plan prior to start of work. Modifications may include additional foundations or footings, beam and framing size, sheathing, etc. Scope of Engineering: Engineering analysis and design to resist lateral and gravity loads in accordance with the 2021 IBC have been performed and incorporated into stamped "S" sheets. All analyses and calculations are included in this engineering report (see 812x11 pages). Engineering assumptions are listed below. If the conditions listed below are not present at the site, all calculations and stamped drawings are VOID and Phillips Structural Engineering,PLLC must be contacted immediately for further consultation. B 1.51 0.50 1500 6.5 D 15 40 12 25 PHILLIPS STRUCTURAL ENGINEERING, PLLCSTRUCTURAL ENGINEERING CALCULATIONS 110 MPH 1.00 STRUCTURAL DESIGN CRITERIA AND LOADING: Building Code 2021 International Building Code (IBC) EARTHQUAKE DESIGN DATA: -Risk Category = II - Seismic Importance Factor (Ie) = 1.0 - Mapped Spectral Response Acceleration Parameters - Ss = - S1 = - Seismic Design Category (SDC) = " " - Basic Seismic Force-Resisting System = Light-frame (wood) walls sheathed with wood structural panel rated for shear resistance - Response Modification Factor (R) = - Analysis Procedure Used = Equivalent Lateral Force WIND DESIGN DATA: - Basic Design Wind Speed (V) = - Allowable Stress Design Wind Speed (Vasd) = - Risk Category = II - Wind Importance Factor (Iw) = 1.0 - Wind Exposure = " " - Topographical Effect (Kzt) = ROOF LOADING: - Dead Load = PSF (No tile weight included) - Roof Live Load (Lr) = 20PSF - Typical Flat Roof Snow Load (Pf) = PSF - Snow Exposure Factor (Ce) = 1.0 - Snow Load Importance Factor (Is) = 1.0 **Typical roof snow load shall not be less than 25PSF FLOOR LOADING: - Dead Load = PSF (Standard wood framing without heavy finish) - Typical Residential Occupancy Live Loading (L) = PSF - Deck Live Load (L) = 60PSF (1.5x for area served) SOILS CRITERIA Soils Consultant None (U.N.O.) Soils Report #None (U.N.O.) Minimum Allowable Pressure Required PSF (Verify w/ Site Conditions) Frost Bearing Depth 18" * See plans/detailing for other soils considerations 85 MPH Page 2 of 78 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2382-SHEAR(A)-r1.wswu Apr.30,202509:41:59 -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 A-1 B-1 C-2 E-1 C-1 D-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 3 of 78 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2382-SHEAR(A)-r1.wswu Apr.30,202509:41:59 -10'-5'0'5'10'15'20'25'30'35'40'45' -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 D-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 4 of 78 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 L2M-2382-SHEAR(A)-r1.wswu Apr.30,202509:42:25 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) 2.06 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-identical materialsandconstructionontheshearline:Notallowed DeflectionEquation:Nodeflection analysis Drift limitforwinddesign:1 /500 story height FTAOstrap:Continuous at top of highestopening 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 110mph Exposure Exposure B Enclosure Partially enclosed StructureType Regular BuildingSystem Bearing Wall DesignCategory D SiteClass D Topographic Information[ft] Shape - Height - Length - SiteLocation: - Elev: 0ft Rigid building - Static analysis SpectralResponseAcceleration S1:0.500g Ss:1.510g FundamentalPeriod E-W N-S TUsed 0.201s 0.201s ApproximateTa 0.201s 0.201s Maximum T 0.281s 0.281s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.80Case 2 N-S loadsE-Wloads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16psf 8 psf ServiceabilityWindSpeed 100mph 1 Page 5 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 20.02 0.0 Level2 12.02 1'-6.0 8.00 Level1 1.52 9.3 9.00 Foundation 0.75 BLOCKandROOF INFORMATION Block RoofPanels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story N-S Ridge LocationX,Y =0.00 7.00 North Gable 90.0 1.00 ExtentX,Y =24.50 50.00 South Gable 90.0 1.00 RidgeXLocation,Offset 12.25 0.00 East Side 27.0 1.00 RidgeElevation,Height 26.26 6.24 West Side 27.0 1.00 Block 2 2 Story E-W Ridge LocationX,Y =24.50 18.50 North Side 18.0 1.00 ExtentX,Y =5.50 38.50 South Side 18.0 1.00 RidgeYLocation,Offset 37.75 0.00 East Gable 90.0 1.00 RidgeElevation,Height 26.26 6.24 West Joined 153.0 1.00 Block 3 2 Story N-S Ridge LocationX,Y =0.00 5.00 North Joined 90.0 1.00 ExtentX,Y =13.00 2.00 South Gable 90.0 1.00 RidgeXLocation,Offset 6.50 0.00 East Side 27.0 1.00 RidgeElevation,Height 23.33 3.31 West Side 27.0 1.00 Block 4 1 Story E-W Ridge LocationX,Y =0.00 0.00 North Side 90.0 1.00 ExtentX,Y =19.00 7.00 South Side 27.0 1.00 RidgeYLocation,Offset 7.00 3.50 East Gable 90.0 1.00 RidgeElevation,Height 15.59 3.57 West Gable 90.0 1.00 2 Page 6 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 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 1 StructShOSB 24/16 7/16 --Vert 83500 8d Common N 3 12 Y 1,2,3 3 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 4 12 Y 1,2,3 Legend: Grp–WallDesignGroupnumber,usedtoreferencewall inother tables(createdbyprogram) Surf–Exterioror interiorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.3C Thick–Nominalpanel thickness GU-Gypsumunderlay thickness Ply–Numberofplies(or layers) inconstructionofplywoodsheets Or–Orientation of longerdimension of sheathingpanelsor lumberplanks.Dbl. = Doublediagonal. Gvtv–Shearstiffness in 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 = 6dbaseply,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.ofnailsperboardatshearwallboundary.For2-plyGWB,spacing of all nails inface ply. Fd–Fieldspacing interior topanels.For lumbersheathing,no.ofnailsperboardat interiorstuds.For2-plyGWB,spacing of all nails in faceply. Bk–Sheathing isnailed toblocking at allpaneledges;Y(es)orN(o) ApplyNotes–Notesbelow table legendwhichapply tosheathingside Notes: 1.Capacityhasbeenreducedforframingspecificgravityaccording toSDPWSTable4.3ANote3.Afactorof0.93 isappliedforHem.-Firframing and 0.92forS.-P.-F.ForothermaterialswithspecificgravityG less than0.5, it isG + 0.5. 2.Framing at adjoining panel edgesmustbe3"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 3 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-Standardwalldesignedasgroup. Fcp-Compressivestrengthperpendicular tograin Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. Thefollowingfactorsareapplied toFcpforcompressivedesign and deformationunderwallsegmentendstuds : BearingareafactorCbfromNDS3.10.4,underwindowopenings. 3 Page 7 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 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 5.00 57.00 52.00 44.00 -8.00 -- Wall 1-1 Seg 1 0.00 5.00 57.00 52.00 44.00 -- 22 Segment 1 --5.00 22.00 17.00 16.75 0.47 - 22 Opening 1 --22.00 24.00 2.00 --5.00 22 Segment 2 --24.00 27.25 3.25 3.00 2.46 - 22 Opening 2 --27.25 29.25 2.00 --5.00 22 Segment 3 --29.25 38.50 9.25 9.00 0.86 - 22 Opening 3 --38.50 42.50 4.00 --5.00 22 Segment 4 --42.50 57.00 14.50 14.25 0.55 - 22 Level 1 Line 1 1 0.00 0.00 56.00 56.00 40.25 -9.00 -- Wall 1-1 Seg 1 0.00 0.00 56.00 56.00 40.25 -- 22 Segment 1 --0.00 14.25 14.25 14.00 0.63 - 22 Opening 1 --14.25 17.25 3.00 --5.00 22 Segment 2 --17.25 23.50 6.25 6.00 1.44 - 22 Opening 2 --23.50 28.50 5.00 --5.00 22 Segment 3 --28.50 48.25 19.75 19.50 0.46 - 22 Opening 3 --48.25 54.25 6.00 --5.00 22 Segment 4 --54.25 56.00 1.75 -5.14 - 22 Line 2 Level 2 Line 2 NSW 13.00 5.00 56.00 51.00 0.00 -8.00 -- Wall 2-1 NSW 13.00 5.00 7.00 2.00 0.00 1.00 - 22 Level 1 Line 2 NSW 13.00 5.00 56.00 51.00 0.00 -9.00 -- Wall 2-1 NSW 14.50 51.00 56.00 5.00 0.00 1.00 - 22 Line 3 Level 1 Line 3 NSW 19.00 0.00 9.00 9.00 0.00 -9.00 -- Wall 3-1 NSW 19.00 0.00 9.00 9.00 0.00 1.00 - 22 Line 4 Level 2 Line 4 NSW 24.50 7.00 18.50 11.50 0.00 -8.00 -- Wall 4-1 NSW 24.50 7.00 18.50 11.50 0.00 1.00 - 22 Level 1 Line 4 NSW 24.50 7.00 18.50 11.50 0.00 -9.00 -- Wall 4-1 NSW 24.50 9.00 18.50 9.50 0.00 1.00 - 22 Line 5 Level 2 Line 5 1 30.00 18.50 57.00 38.50 21.50 -8.00 -- Wall 5-1 Seg 1 30.00 18.50 57.00 38.50 21.50 -- 22 Segment 1 --18.50 19.50 1.00 -8.00 - 22 Opening 1 --19.50 31.50 12.00 --5.00 22 Segment 2 --31.50 34.75 3.25 3.00 2.46 - 22 Opening 2 --34.75 38.75 4.00 --5.00 22 Segment 3 --38.75 57.00 18.25 18.00 0.44 - 22 Level 1 Line 5 1 30.00 18.50 51.00 32.50 19.50 -9.00 -- Wall 5-1 Seg 1 30.00 18.50 51.00 32.50 19.50 -- 22 Segment 1 --18.50 19.50 1.00 -9.00 - 22 Opening 1 --19.50 31.50 12.00 --5.00 22 Segment 2 --31.50 51.00 19.50 19.25 0.46 - 22 East-west Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft]W E Line A Level 1 Line A 1 0.00 0.00 19.00 19.00 7.00 -9.00 -- Wall A-1 Seg 1 0.00 0.00 19.00 19.00 7.00 -- 22 Segment 1 --0.00 7.00 7.00 6.75 1.29 - 22 Opening 1 --7.00 18.00 11.00 --5.00 22 Segment 2 --18.00 19.00 1.00 -9.00 - 22 Line B Level 2 Line B 1 5.94 0.00 24.50 24.50 24.50 -8.00 -- Wall B-1 FT 1 5.00 0.00 13.00 13.00 13.00 -- 22 Segment 1 --0.00 3.50 3.50 3.25 1.29 - -- Opening 1 --3.50 9.50 6.00 --4.50 -- 4 Page 8 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Segment 2 --9.50 13.00 3.50 3.25 1.29 --- Wall B-2 FT 1 7.00 13.00 24.50 11.50 11.50 -- 22 Segment 1 --13.00 16.25 3.25 3.00 1.23 - -- Opening 1 --16.25 21.25 5.00 --4.00 -- Segment 2 --21.25 24.50 3.25 3.00 1.23 - -- Level 1 Line B NSW 5.00 0.00 24.50 24.50 0.00 -9.00 -- Wall B-1 NSW 9.00 19.00 24.50 5.50 0.00 1.00 - 22 Line C Level 2 Line C NSW 20.00 0.50 30.00 29.50 0.00 -8.00 -- Wall C-1 NSW 18.50 24.50 30.00 5.50 0.00 1.00 - 22 Level 1 Line C 1 20.00 0.00 30.00 30.00 10.25 -9.00 -- Wall C-1 Seg 1 20.00 0.50 11.00 10.50 10.25 0.86 - 22 Wall C-2 NSW 18.50 24.50 30.00 5.50 0.00 1.00 - 22 Line D Level 2 Line D Seg 1 31.50 0.00 30.00 30.00 12.50 -8.00 -- Wall D-1 Seg 1 31.50 16.75 29.50 12.75 12.50 0.63 - 22 Level 1 Line D Seg 2 31.50 0.00 30.00 30.00 8.25 -9.00 -- Wall D-1 Seg 2 31.50 14.50 23.00 8.50 8.25 1.06 - 22 Line E Level 1 Line E 1 51.00 0.00 30.00 30.00 7.50 -9.00 -- Wall E-1 Seg 1 51.00 14.50 30.00 15.50 7.50 -- 22 Segment 1 --14.50 17.75 3.25 3.00 2.77 - 22 Opening 1 --17.75 25.75 8.00 --5.00 22 Segment 2 --25.75 30.00 4.25 4.00 2.12 - 22 Line F Level 2 Line F 1 57.00 0.00 30.00 30.00 20.00 -8.00 -- Wall F-1 Seg 1 57.00 0.00 30.00 30.00 20.00 -- 22 Segment 1 --0.00 10.25 10.25 10.00 0.78 - 22 Opening 1 --10.25 14.25 4.00 --5.00 22 Segment 2 --14.25 19.50 5.25 5.00 1.52 - 22 Opening 2 --19.50 25.50 6.00 --5.00 22 Segment 3 --25.50 30.00 4.50 4.25 1.78 - 22 Level 1 Line F 3 56.00 0.00 14.50 14.50 7.50 -9.00 -- Wall F-1 Seg 3 56.00 0.00 14.50 14.50 7.50 -- 22 Segment 1 --0.00 3.75 3.75 3.50 2.40 - 22 Opening 1 --3.75 10.75 7.00 --5.00 22 Segment 2 --10.75 14.50 3.75 3.50 2.40 - 22 Legend: Type–Seg:Segmented,Prf:Perforated,FT:FTAO(force transferaroundopenings),NSW:Non-shearwall,NW:Non-wood/Proprietary,ND:Not designed Location–Position in structureperpendicular towall Length–Shear line:Distancebetweenexteriorperpendicularwallsdefining theshear lineextent Wall,segment,oropening:End-to-end lengthof theelement FHS–Dependingonelement,showsdifferentdefinitionsof full-heightsheathing length(FHS): Shearlineswith multiple walls,segmentedwalls,orFTAOwalls:Totalshear-resistingFHS Individualwallsegmentsorwallswithoutopenings:Distancebetweenhold-downsbeff Perforatedwalls:Sumof factoredsegment lengthsbidefined inSDPWS4.3.5.6 AspectRatio–Ratioofwallheight tosegment length(h/b); forFTAOwalls, theaspectratioof thecentralpier WallGroup–Walldesign groupdefinedinSheathingandFramingMaterials tables,where it showsassociatedStandardWall Studs:Numberofendstudsat thesouthandnorthorwestandeastendsofawallsegmentoraperforatedorFTAOwall. If twowallgroupnumbers listed, theyare forrigid diaphragmand flexible diaphragmdesign. 5 Page 9 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 Loads WINDSHEARLOADS(asenteredorgenerated) Level 2 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall 1 W->EWind Line 5.00 57.00 43.4 Block 1 WWall MinW->EWind Line 5.00 57.00 32.0 Block 1 WRoof MinW->EWind Line 6.00 58.00 27.0 Block 1 WRoof 1 W->EWind Line 6.00 58.00 9.2 Block 1 EWall 1 W->E Lee Line 5.00 7.00 29.1 Block 1 EWall MinW->E Lee Line 5.00 7.00 32.0 Block 1 ERoof 1 W->E Lee Line 6.00 58.00 59.0 Block 1 ERoof MinW->E Lee Line 6.00 58.00 27.0 Block 1 EWall 1 W->E Lee Line 7.00 18.50 29.1 Block 1 EWall MinW->E Lee Line 7.00 18.50 32.0 Block 1 EWall 1 W->E Lee Line 18.50 57.00 29.1 Block 1 EWall MinW->E Lee Line 18.50 57.00 32.0 Block 1 WWall 1 E->W Lee Line 5.00 57.00 29.1 Block 1 WWall MinE->W Lee Line 5.00 57.00 32.0 Block 1 WRoof 1 E->W Lee Line 6.00 58.00 59.0 Block 1 WRoof MinE->W Lee Line 6.00 58.00 27.0 Block 1 EWall MinE->WWind Line 5.00 7.00 32.0 Block 1 EWall 1 E->WWind Line 5.00 7.00 43.4 Block 1 ERoof 1 E->WWind Line 6.00 58.00 9.2 Block 1 ERoof MinE->WWind Line 6.00 58.00 27.0 Block 1 EWall 1 E->WWind Line 7.00 18.50 43.4 Block 1 EWall MinE->WWind Line 7.00 18.50 32.0 Block 1 EWall 1 E->WWind Line 18.50 57.00 43.4 Block 1 EWall MinE->WWind Line 18.50 57.00 32.0 Block 1 SL Gable MinS->NWind Line 0.00 12.25 0.0 49.9 Block 1 SL Gable 1 S->NWind Line 0.00 12.25 0.0 71.7 Block 1 SWall MinS->NWind Line 0.00 13.00 32.0 Block 1 SWall 1 S->NWind Line 0.00 13.00 43.4 Block 1 SR Gable MinS->NWind Line 12.25 24.50 49.9 0.0 Block 1 SR Gable 1 S->NWind Line 12.25 24.50 71.7 0.0 Block 1 SWall 1 S->NWind Line 13.00 24.50 43.4 Block 1 SWall MinS->NWind Line 13.00 24.50 32.0 Block 1 SWall 1 S->NWind Line 24.50 30.00 43.4 Block 1 SWall MinS->NWind Line 24.50 30.00 32.0 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NL Gable 1 S->N Lee Line 0.00 12.25 0.0 27.1 Block 1 NL Gable MinS->N Lee Line 0.00 12.25 0.0 49.9 Block 1 NWall 1 S->N Lee Line 0.00 30.00 17.4 Block 1 NR Gable 1 S->N Lee Line 12.25 24.50 27.1 0.0 Block 1 NR Gable MinS->N Lee Line 12.25 24.50 49.9 0.0 Block 1 SL Gable MinN->S Lee Line 0.00 12.25 0.0 49.9 Block 1 SWall MinN->S Lee Line 0.00 13.00 32.0 Block 1 SL Gable 1 N->S Lee Line 0.00 12.25 0.0 27.1 Block 1 SWall 1 N->S Lee Line 0.00 13.00 17.4 Block 1 SR Gable MinN->S Lee Line 12.25 24.50 49.9 0.0 Block 1 SR Gable 1 N->S Lee Line 12.25 24.50 27.1 0.0 Block 1 SWall MinN->S Lee Line 13.00 24.50 32.0 Block 1 SWall 1 N->S Lee Line 13.00 24.50 17.4 Block 1 SWall 1 N->S Lee Line 24.50 30.00 17.4 Block 1 SWall MinN->S Lee Line 24.50 30.00 32.0 Block 1 NL Gable MinN->SWind Line 0.00 12.25 0.0 49.9 Block 1 NL Gable 1 N->SWind Line 0.00 12.25 0.0 71.7 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 30.00 43.4 Block 1 NR Gable MinN->SWind Line 12.25 24.50 49.9 0.0 Block 1 NR Gable 1 N->SWind Line 12.25 24.50 71.7 0.0 Block 2 EL Gable 1 W->E Lee Line 18.50 37.75 0.0 45.4 Block 2 EL Gable MinW->E Lee Line 18.50 37.75 0.0 49.9 Block 2 ER Gable 1 W->E Lee Line 37.75 57.00 45.4 0.0 Block 2 ER Gable MinW->E Lee Line 37.75 57.00 49.9 0.0 Block 2 EL Gable 1 E->WWind Line 18.50 37.75 0.0 71.7 Block 2 EL Gable MinE->WWind Line 18.50 37.75 0.0 49.9 Block 2 ER Gable MinE->WWind Line 37.75 57.00 49.9 0.0 Block 2 ER Gable 1 E->WWind Line 37.75 57.00 71.7 0.0 Block 2 SL Roof MinS->NWind Line 12.25 25.14 0.0 26.3 Block 2 SL Roof 1 S->NWind Line 12.25 25.14 -0.0 -9.1 Block 2 SCtr Roof MinS->NWind Line 25.14 31.00 26.3 Block 2 S Ctr Roof 1 S->N Wind Line 25.14 31.00 -9.1 6 Page 10 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 N L Roof Min S->N Lee Line 12.25 25.14 0.0 26.3 Block 2 NL Roof 1 S->N Lee Line 12.25 25.14 0.0 54.3 Block 2 NCtr Roof 1 S->N Lee Line 25.14 31.00 54.3 Block 2 NCtr Roof MinS->N Lee Line 25.14 31.00 26.3 Block 2 SL Roof 1 N->S Lee Line 12.25 25.14 0.0 54.3 Block 2 SL Roof MinN->S Lee Line 12.25 25.14 0.0 26.3 Block 2 SCtr Roof MinN->S Lee Line 25.14 31.00 26.3 Block 2 SCtr Roof 1 N->S Lee Line 25.14 31.00 54.3 Block 2 NL Roof MinN->SWind Line 12.25 25.14 0.0 26.3 Block 2 NL Roof 1 N->SWind Line 12.25 25.14 -0.0 -9.1 Block 2 NCtr Roof MinN->SWind Line 25.14 31.00 26.3 Block 2 NCtr Roof 1 N->SWind Line 25.14 31.00 -9.1 Block 3 WRoof MinW->EWind Line 4.00 7.00 15.3 Block 3 WRoof 1 W->EWind Line 4.00 7.00 4.4 Block 3 ERoof MinW->E Lee Line 4.00 7.00 15.3 Block 3 ERoof 1 W->E Lee Line 4.00 7.00 32.8 Block 3 WRoof MinE->W Lee Line 4.00 7.00 15.3 Block 3 WRoof 1 E->W Lee Line 4.00 7.00 32.8 Block 3 ERoof MinE->WWind Line 4.00 7.00 15.3 Block 3 ERoof 1 E->WWind Line 4.00 7.00 4.4 Block 3 SL Gable 1 S->NWind Line 0.00 6.50 0.0 37.6 Block 3 SL Gable MinS->NWind Line 0.00 6.50 0.0 26.5 Block 3 SR Gable 1 S->NWind Line 6.50 13.00 37.6 0.0 Block 3 SR Gable MinS->NWind Line 6.50 13.00 26.5 0.0 Block 3 SL Gable 1 N->S Lee Line 0.00 6.50 0.0 23.7 Block 3 SL Gable MinN->S Lee Line 0.00 6.50 0.0 26.5 Block 3 SR Gable 1 N->S Lee Line 6.50 13.00 23.7 0.0 Block 3 SR Gable MinN->S Lee Line 6.50 13.00 26.5 0.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall MinW->EWind Line 0.00 56.00 48.0 Block 1 WWall 1 W->EWind Line 0.00 56.00 61.7 Block 1 WWall MinW->EWind Line 5.00 57.00 32.0 Block 1 WWall 1 W->EWind Line 5.00 57.00 41.3 Block 1 EWall 1 W->E Lee Line 0.00 9.00 43.7 Block 1 EWall MinW->E Lee Line 0.00 9.00 48.0 Block 1 EWall 1 W->E Lee Line 5.00 7.00 29.1 Block 1 EWall MinW->E Lee Line 5.00 7.00 32.0 Block 1 EWall MinW->E Lee Line 7.00 18.50 32.0 Block 1 EWall 1 W->E Lee Line 7.00 18.50 29.1 Block 1 EWall 1 W->E Lee Line 9.00 18.50 43.7 Block 1 EWall MinW->E Lee Line 9.00 18.50 48.0 Block 1 EWall 1 W->E Lee Line 18.50 51.00 43.7 Block 1 EWall 1 W->E Lee Line 18.50 57.00 29.1 Block 1 EWall MinW->E Lee Line 18.50 51.00 48.0 Block 1 EWall MinW->E Lee Line 18.50 57.00 32.0 Block 1 EWall 1 W->E Lee Line 51.00 56.00 43.7 Block 1 EWall MinW->E Lee Line 51.00 56.00 48.0 Block 1 WWall 1 E->W Lee Line 0.00 56.00 43.7 Block 1 WWall MinE->W Lee Line 0.00 56.00 48.0 Block 1 WWall MinE->W Lee Line 5.00 57.00 32.0 Block 1 WWall 1 E->W Lee Line 5.00 57.00 29.1 Block 1 EWall MinE->WWind Line 0.00 9.00 48.0 Block 1 EWall 1 E->WWind Line 0.00 9.00 61.7 Block 1 EWall MinE->WWind Line 5.00 7.00 32.0 Block 1 EWall 1 E->WWind Line 5.00 7.00 41.3 Block 1 EWall 1 E->WWind Line 7.00 18.50 41.3 Block 1 EWall MinE->WWind Line 7.00 18.50 32.0 Block 1 EWall MinE->WWind Line 9.00 18.50 48.0 Block 1 EWall 1 E->WWind Line 9.00 18.50 61.7 Block 1 EWall 1 E->WWind Line 18.50 57.00 41.3 Block 1 EWall MinE->WWind Line 18.50 51.00 48.0 Block 1 EWall MinE->WWind Line 18.50 57.00 32.0 Block 1 EWall 1 E->WWind Line 18.50 51.00 61.7 Block 1 EWall MinE->WWind Line 51.00 56.00 48.0 Block 1 EWall 1 E->WWind Line 51.00 56.00 61.7 Block 1 SWall 1 S->NWind Line 0.00 13.00 41.3 Block 1 SWall 1 S->NWind Line 0.00 19.00 61.7 Block 1 SWall MinS->NWind Line 0.00 13.00 32.0 Block 1 S Wall Min S->N Wind Line 0.00 19.00 48.0 7 Page 11 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 S Wall 1 S->N Wind Line 13.00 24.50 41.3 Block 1 SWall MinS->NWind Line 13.00 24.50 32.0 Block 1 SWall MinS->NWind Line 19.00 24.50 48.0 Block 1 SWall 1 S->NWind Line 19.00 24.50 61.7 Block 1 SWall MinS->NWind Line 24.50 30.00 32.0 Block 1 SWall 1 S->NWind Line 24.50 30.00 41.3 Block 1 SWall 1 S->NWind Line 24.50 30.00 61.7 Block 1 SWall MinS->NWind Line 24.50 30.00 48.0 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 17.4 Block 1 NWall 1 S->N Lee Line 0.00 14.50 26.0 Block 1 NWall MinS->N Lee Line 0.00 14.50 48.0 Block 1 NWall 1 S->N Lee Line 14.50 30.00 26.0 Block 1 NWall MinS->N Lee Line 14.50 30.00 48.0 Block 1 SWall MinN->S Lee Line 0.00 19.00 48.0 Block 1 SWall 1 N->S Lee Line 0.00 13.00 17.4 Block 1 SWall MinN->S Lee Line 0.00 13.00 32.0 Block 1 SWall 1 N->S Lee Line 0.00 19.00 26.0 Block 1 SWall MinN->S Lee Line 13.00 24.50 32.0 Block 1 SWall 1 N->S Lee Line 13.00 24.50 17.4 Block 1 SWall 1 N->S Lee Line 19.00 24.50 26.0 Block 1 SWall MinN->S Lee Line 19.00 24.50 48.0 Block 1 SWall MinN->S Lee Line 24.50 30.00 32.0 Block 1 SWall 1 N->S Lee Line 24.50 30.00 17.4 Block 1 SWall 1 N->S Lee Line 24.50 30.00 26.0 Block 1 SWall MinN->S Lee Line 24.50 30.00 48.0 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 30.00 41.3 Block 1 NWall MinN->SWind Line 0.00 14.50 48.0 Block 1 NWall 1 N->SWind Line 0.00 14.50 61.7 Block 1 NWall 1 N->SWind Line 14.50 30.00 61.7 Block 1 NWall MinN->SWind Line 14.50 30.00 48.0 Block 4 WL Gable MinW->EWind Line 0.00 7.00 0.0 28.5 Block 4 WL Gable 1 W->EWind Line 0.00 7.00 0.0 36.7 Block 4 EL Gable MinW->E Lee Line 0.00 7.00 0.0 28.5 Block 4 EL Gable 1 W->E Lee Line 0.00 7.00 0.0 12.1 Block 4 WL Gable MinE->W Lee Line 0.00 7.00 0.0 28.5 Block 4 WL Gable 1 E->W Lee Line 0.00 7.00 0.0 12.1 Block 4 EL Gable MinE->WWind Line 0.00 7.00 0.0 28.5 Block 4 EL Gable 1 E->WWind Line 0.00 7.00 0.0 36.7 Block 4 SRoof MinS->NWind Line -1.00 20.00 16.3 Block 4 SRoof 1 S->NWind Line -1.00 20.00 4.2 Block 4 NAttic Wall 1 S->N Lee Line -1.00 20.00 27.5 Block 4 NAttic Wall MinS->N Lee Line -1.00 20.00 28.5 Block 4 SRoof 1 N->S Lee Line -1.00 20.00 31.5 Block 4 SRoof MinN->S Lee Line -1.00 20.00 16.3 Block 4 NAttic Wall 1 N->SWind Line -1.00 20.00 36.7 Block 4 NAttic Wall MinN->SWind Line -1.00 20.00 28.5 Legend: Block-Blockused in loadgeneration Accum. = loads fromoneblockcombinedwith another Manual = user-entered loads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhich loadsgeneratedorentered LoadCase-Oneof the following: ASCE7AllHeights:Case1or2 fromFig 27.3-8orminimum loads from27.1.5 ASCE7Low-rise:ReferencecornerandCaseAorB fromFig 28.3-1orminimum loads from28.3.4 WindDir-Directionofwind for loadswithpositivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardor leewardside of thebuilding for loads ingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start = intensityofuniformandpoint loadsor leftmost intensityof trapezoidal load,End = right intensityof trap load TribHt-Tributaryheightofarea loadsonly Notes: Windward loadon themonosloperoofwasnotgenerated, tocomplywithASCE7Figure27.3-1,Note7. All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.60 towind loads beforedistributing them to the shearlines. 8 Page 12 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 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 6.00 58.00 198.8 198.8 E-W Roof Block 1 4 Line 6.00 58.00 198.8 198.8 E-W Roof Block 2 4 Line 17.50 58.00 41.2 41.2 E-W Roof Block 2 5 Line 17.50 58.00 56.2 56.2 E-W Roof Block 3 1 Line 4.00 7.00 112.5 112.5 E-W Roof Block 3 2 Line 4.00 7.00 112.5 112.5 E-W L Gable Block 2 5 Line 18.50 37.75 62.4 0.0 E-W R Gable Block 2 5 Line 37.75 57.00 0.0 62.4 N-S Roof Block 1 Line -1.00 25.50 390.0 390.0 N-S Roof Block 1 Line -1.00 25.50 390.0 390.0 N-S Roof Block 2 Line 24.50 31.00 303.8 303.8 N-S Roof Block 2 Line 24.50 31.00 303.8 303.8 N-S Roof Block 3 B Line -1.00 14.00 30.0 30.0 N-S Roof Block 3 Line -1.00 14.00 15.0 15.0 N-S L Gable Block 1 Line 0.00 12.25 62.4 0.0 N-S R Gable Block 1 Line 12.25 24.50 0.0 62.4 N-S R Gable Block 1 Line 0.00 12.25 62.4 0.0 N-S L Gable Block 1 Line 12.25 24.50 0.0 62.4 N-S L Gable Block 3 B Line 0.00 6.50 33.1 0.0 N-S R Gable Block 3 B Line 6.50 13.00 0.0 33.1 BothWall 1-1 n/a 1 Line 5.00 57.00 40.0 40.0 BothWall 2-1 n/a 2 Line 5.00 7.00 40.0 40.0 BothWall 4-1 n/a 4 Line 7.00 18.50 40.0 40.0 BothWall 5-1 n/a 5 Line 18.50 57.00 40.0 40.0 BothWall B-1 n/a B Line 0.00 13.00 40.0 40.0 BothWall B-2 n/a Line 13.00 24.50 40.0 40.0 BothWall C-1 n/a Line 24.50 30.00 40.0 40.0 BothWall D-1 n/a D Line 16.75 29.50 24.0 24.0 BothWall F-1 n/a 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 -1.00 8.00 157.5 157.5 E-W Roof Block 4 3 Line -1.00 8.00 157.5 157.5 E-W R Gable Block 4 1 Line 0.00 7.00 35.7 0.0 E-W L Gable Block 4 1 Line 7.00 7.00 0.0 35.7 E-W L Gable Block 4 3 Line 0.00 7.00 35.7 0.0 E-W R Gable Block 4 3 Line 7.00 7.00 0.0 35.7 E-W Floor F1 n/a 1 Line 0.00 9.00 114.0 114.0 BothWall 1-1 n/a 1 Line 5.00 57.00 40.0 40.0 E-W Floor F2 n/a 1 Line 9.00 18.50 147.0 147.0 E-W Floor F3 n/a 1 Line 18.50 51.00 180.0 180.0 E-W Floor F4 n/a 1 Line 51.00 56.00 87.0 87.0 BothWall 2-1 n/a 2 Line 5.00 7.00 40.0 40.0 E-W Floor F4 n/a Line 51.00 56.00 87.0 87.0 E-W Floor F1 n/a 3 Line 0.00 9.00 114.0 114.0 BothWall 4-1 n/a 4 Line 7.00 18.50 40.0 40.0 E-W Floor F2 n/a 4 Line 9.00 18.50 147.0 147.0 BothWall 5-1 n/a 5 Line 18.50 57.00 40.0 40.0 E-W Floor F3 n/a 5 Line 18.50 51.00 180.0 180.0 N-S Roof Block 4 A Line -1.00 20.00 67.5 67.5 N-S Roof Block 4 Line -1.00 20.00 67.5 67.5 N-S Floor F1 n/a A Line 0.00 14.50 336.0 336.0 N-S Floor F2 n/a A Line 14.50 19.00 306.0 306.0 Both Wall B-1 n/a B Line 0.00 13.00 40.0 40.0 9 Page 13 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 BUILDINGMASSES(continued) Both Wall B-2 n/a Line 13.00 24.50 40.0 40.0 N-S Floor F3 n/a Line 19.00 24.50 252.0 252.0 N-S Floor F4 n/a Line 24.50 30.00 195.0 195.0 BothWall C-1 n/a Line 24.50 30.00 40.0 40.0 BothWall D-1 n/a D Line 16.75 29.50 24.0 24.0 N-S Floor F2 n/a E Line 14.50 19.00 306.0 306.0 N-S Floor F3 n/a E Line 19.00 24.50 252.0 252.0 N-S Floor F4 n/a E Line 24.50 30.00 195.0 195.0 N-S Floor F1 n/a F Line 0.00 14.50 336.0 336.0 BothWall F-1 n/a Line 0.00 30.00 40.0 40.0 BothWall 1-1 n/a 1 Line 0.00 56.00 45.0 45.0 BothWall 2-1 n/a Line 51.00 56.00 45.0 45.0 BothWall 3-1 n/a 3 Line 0.00 9.00 45.0 45.0 BothWall 4-1 n/a 4 Line 9.00 18.50 45.0 45.0 BothWall 5-1 n/a 5 Line 18.50 51.00 45.0 45.0 BothWall A-1 n/a A Line 0.00 19.00 45.0 45.0 BothWall B-1 n/a Line 19.00 24.50 45.0 45.0 BothWall C-2 n/a Line 24.50 30.00 45.0 45.0 BothWall C-1 n/a C Line 0.50 11.00 27.0 27.0 BothWall D-1 n/a D Line 14.50 23.00 27.0 27.0 BothWall E-1 n/a E Line 14.50 30.00 45.0 45.0 BothWall F-1 n/a F Line 0.00 14.50 45.0 45.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline that equivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserapplied area loadsonly 10 Page 14 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line 4.00 5.00 44.3 44.3 E-W Point 5.00 5.00 145 145 E-W Line 5.00 6.00 60.0 60.0 E-W Line 6.00 7.00 138.2 138.2 E-W Point 7.00 7.00 241 241 E-W Line 7.00 17.50 93.9 93.9 E-W Line 17.50 18.50 113.1 113.1 E-W Point 18.50 18.50 43 43 E-W Line 18.50 37.75 113.1 125.4 E-W Point 31.50 31.50 60 60 E-W Line 37.75 57.00 125.4 113.1 E-W Point 57.00 57.00 386 386 E-W Line 57.00 58.00 97.4 97.4 N-S Line -1.00 0.00 162.3 162.3 N-S Point 0.00 0.00 409 409 N-S Line 0.00 6.50 178.0 197.5 N-S Line 6.50 12.25 197.5 203.3 N-S Line 12.25 13.00 203.3 201.0 N-S Point 13.00 13.00 16 16 N-S Line 13.00 14.00 201.0 199.0 N-S Line 14.00 16.75 190.2 184.7 N-S Line 16.75 24.50 189.4 173.9 N-S Point 24.50 24.50 90 90 N-S Line 24.50 25.50 293.3 293.3 N-S Line 25.50 29.50 139.9 139.9 N-S Line 29.50 30.00 135.2 135.2 N-S Point 30.00 30.00 539 539 N-S Line 30.00 31.00 119.5 119.5 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line -1.00 0.00 35.2 35.2 E-W Point 0.00 0.00 95 95 E-W Line 0.00 5.00 70.7 76.3 E-W Point 5.00 5.00 58 58 E-W Point 5.00 5.00 1822 1822 E-W Line 5.00 7.00 85.3 87.6 E-W Point 7.00 7.00 51 51 E-W Line 7.00 8.00 87.6 79.6 E-W Line 8.00 9.00 44.4 44.4 E-W Point 9.00 9.00 28 28 E-W Line 9.00 18.50 51.8 51.8 E-W Point 18.50 18.50 52 52 E-W Line 18.50 51.00 59.2 59.2 E-W Point 20.00 20.00 32 32 E-W Point 31.50 31.50 60 60 E-W Point 51.00 51.00 78 78 E-W Line 51.00 56.00 38.4 38.4 E-W Point 56.00 56.00 73 73 E-W Line 56.00 57.00 8.9 8.9 E-W Point 57.00 57.00 134 134 N-S Line -1.00 0.00 15.1 15.1 N-S Point 0.00 0.00 527 527 N-S Line 0.00 0.50 109.1 109.1 N-S Line 0.50 11.00 112.1 112.1 N-S Line 11.00 13.00 109.1 109.1 N-S Point 13.00 13.00 9 9 N-S Line 13.00 14.50 109.1 109.1 N-S Point 14.50 14.50 25 25 N-S Line 14.50 16.75 105.4 105.4 N-S Line 16.75 19.00 108.1 108.1 N-S Point 19.00 19.00 59 59 N-S Line 19.00 20.00 96.0 96.0 N-S Line 20.00 23.00 80.9 80.9 N-S Line 23.00 24.50 77.9 77.9 11 Page 15 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 SEISMICLOADS(continued) N-S Point 24.50 24.50 99 99 N-S Line 24.50 29.50 65.2 65.2 N-S Line 29.50 30.00 62.5 62.5 N-S Point 30.00 30.00 335 335 Legend: Loads in tablecanbeaccumulationof loads fromseveralbuildingmasses,so theydonotcorrespondwith aparticularbuildingelement. Location-Startandendof load indirectionperpendicular toseismic forcedirection Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.70andredundancy factor toseismic loadsbeforedistributing them to theshearlines. 12 Page 16 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 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 theDeflection table forpossibleissuesregarding fastenerslippage(SDPWSTableC4.2.3D). 13 Page 17 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 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 -Both - - 1166 - - - 339 - - 14729 - Wall1-1 1 Both - - 1166 -1.0 - 339 - - 14729 - Seg. 1 -Both 26.9 - 457 -1.0 - 339 -339 5771 0.08 Seg. 2 -Both 21.8 - 71 -.81 - 276 -276 896 0.08 Seg. 3 -Both 26.9 - 248 -1.0 - 339 -339 3140 0.08 Seg. 4 -Both 26.9 - 390 -1.0 - 339 -339 4922 0.08 Level 1 Ln1,Lev1 -S->N - - 2991 - - - 339 - - 13663 - -N->S - - 3016 - - - 339 - - 13663 - Wall1-1 1 S->N - - 2991 -1.0 - 339 - - 13663 - 1 N->S - - 3016 -1.0 - 339 - - 13663 - Seg. 1 -S->N 74.3 - 1059 -1.0 - 339 -339 4837 0.22 -N->S 74.9 - 1068 -1.0 - 339 -339 4837 0.22 Seg. 2 -S->N 74.3 - 464 -1.0 - 339 -339 2122 0.22 -N->S 74.9 - 468 -1.0 - 339 -339 2122 0.22 Seg. 3 -S->N 74.3 - 1468 -1.0 - 339 -339 6704 0.22 -N->S 74.9 - 1480 -1.0 - 339 -339 6704 0.22 Seg. 4 -S->N 0.0 - 0 -1.0 - 339 -339 - - -N->S 0.0 - 0 -1.0 - 339 -339 - - Line 5 Level 2 Ln5,Lev2 -Both - - 1212 - - - 339 - - 7091 - Wall5-1 1 Both - - 1212 -1.0 - 339 - - 7091 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -Both 47.1 - 153 -.81 - 276 -276 896 0.17 Seg. 3 -Both 58.0 - 1058 -1.0 - 339 -339 6195 0.17 Level 1 Ln5,Lev1 -Both - - 2831 - - - 339 - - 6619 - Wall5-1 1 Both - - 2831 -1.0 - 339 - - 6619 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -Both 145.2 - 2831 -1.0 - 339 -339 6619 0.43 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 -W->E - - 1851 - - - 339 - - 2376 - -E->W - - 1860 - - - 339 - - 2376 - WallA-1 1 W->E - - 1851 -1.0 - 339 - - 2376 - 1 E->W - - 1860 -1.0 - 339 - - 2376 - Seg. 1 -W->E 264.4 - 1851 -1.0 - 339 -339 2376 0.78 -E->W 265.7 - 1860 -1.0 - 339 -339 2376 0.78 Seg. 2 -Both 0.0 - 0 -1.0 - 339 -339 - - Line B Level 2 LnB,Lev2 -W->E - - 1203 - - - 339 - - 8317 - -E->W - - 1215 - - - 339 - - 8317 - WallB-1 1 W->E - - 638 -1.0 - 339 - - 4413 - 1 E->W - - 645 -1.0 - 339 - - 4413 - Seg. 1 -W->E 91.2 -5.0 319 -1.0 - 339 -339 1188 0.27 -E->W 92.1 -5.1 322 -1.0 - 339 -339 1188 0.27 Open. 1 -W->E -112.3 674 - - - 339 -339 2037 0.33 -E->W -113.4 680 - - - 339 -339 2037 0.33 Seg. 2 -W->E 91.2 -5.0 319 -1.0 - 339 -339 1188 0.27 -E->W 92.1 -5.1 322 -1.0 - 339 -339 1188 0.27 WallB-2 1 W->E - - 565 -1.0 - 339 - - 3904 - 1 E->W - - 570 -1.0 - 339 - - 3904 - Seg. 1 -W->E 86.9 11.3 282 -1.0 - 339 -339 1103 0.26 -E->W 87.7 11.4 285 -1.0 - 339 -339 1103 0.26 Open. 1 -W->E -98.2 491 - - - 339 -339 1697 0.29 -E->W -99.2 496 - - - 339 -339 1697 0.29 Seg. 2 -W->E 86.9 11.3 282 -1.0 - 339 -339 1103 0.26 -E->W 87.7 11.4 285 -1.0 - 339 -339 1103 0.26 Line C 14 Page 18 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 SHEARRESULTS(flexiblewinddesign,continued) Level 1 LnC,Lev1 -W->E - - 1960 - - - 339 - - 3564 - -E->W - - 1963 - - - 339 - - 3564 - WallC-1 1 W->E 186.6 - 1960 -1.0 - 339 -339 3564 0.55 1 E->W 186.9 - 1963 -1.0 - 339 -339 3564 0.55 Line D Level 2 LnD,Lev2 -W->E - - 2510 - - - 339 - - 4328 - -E->W - - 2716 - - - 339 - - 4328 - WallD-1 1 W->E 196.9 - 2510 -1.0 - 339 -339 4328 0.58 1 E->W 213.0 - 2716 -1.0 - 339 -339 4328 0.63 Level 1 LnD,Lev1 -W->E - - 4145 - - - 637 - - 5415 - -E->W - - 4350 - - - 637 - - 5415 - WallD-1 2 W->E 487.6 - 4145 -1.0 - 637 -637 5415 0.77 2^E->W 511.8 - 4350 -1.0 - 637 -637 5415 0.80 Line E LnE,Lev1 -Both - - 1292 - - - 339 - - 2159 - WallE-1 1 Both - - 1292 -1.0 - 339 - - 2159 - Seg. 1 -Both 146.7 - 477 -.72 - 245 -245 797 0.60 Seg. 2 -Both 191.8 - 815 -.94 - 321 -321 1363 0.60 Line F Level 2 LnF,Lev2 -W->E - - 1266 - - - 339 - - 6789 - -E->W - - 1352 - - - 339 - - 6789 - WallF-1 1 W->E - - 1266 -1.0 - 339 - - 6789 - 1 E->W - - 1352 -1.0 - 339 - - 6789 - Seg. 1 -W->E 63.3 - 649 -1.0 - 339 -339 3479 0.19 -E->W 67.6 - 693 -1.0 - 339 -339 3479 0.20 Seg. 2 -W->E 63.3 - 332 -1.0 - 339 -339 1782 0.19 -E->W 67.6 - 355 -1.0 - 339 -339 1782 0.20 Seg. 3 -W->E 63.3 - 285 -1.0 - 339 -339 1528 0.19 -E->W 67.6 - 304 -1.0 - 339 -339 1528 0.20 Level 1 LnF,Lev1 -W->E - - 1571 - - - 495 - - 3095 - -E->W - - 1658 - - - 495 - - 3095 - WallF-1 3 W->E - - 1571 -1.0 - 495 - - 3095 - 3 E->W - - 1658 -1.0 - 495 - - 3095 - Seg. 1 -W->E 209.5 - 786 -.83 - 413 -413 1548 0.51 -E->W 221.0 - 829 -.83 - 413 -413 1548 0.54 Seg. 2 -W->E 209.5 - 786 -.83 - 413 -413 1548 0.51 -E->W 221.0 - 829 -.83 - 413 -413 1548 0.54 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir-Directionofwind forcealongshearline. v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 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 forperforatedwallsissum bi / FHS from4.3.5.6with bi defined in 4.3.3.4.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 factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,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 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 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 Min 862 862 LIMIT w/o 1500 0.57 V Elem 0.00 5.13 Min 218 218 Refer to upper level 1-1 L Op 1 0.00 14.13 1 869 869 LIMIT w/o 1500 0.58 1-1 R Op 1 0.00 17.38 Min 697 697 LIMIT w/o 1500 0.46 V Elem 0.00 21.88 1 218 218 Refer to upper level 1-1 L Op 2 0.00 23.38 1 589 589 LIMIT w/o 1500 0.39 1-1 R Op 2 0.00 28.63 Min 564 564 LIMIT w/o 1500 0.38 V Elem 0.00 29.38 Min 221 221 Refer to upper level V Elem 0.00 38.38 1 221 221 Refer to upper level V Elem 0.00 42.62 Min 219 219 Refer to upper level 1-1 L Op 3 0.00 48.13 1 683 683 LIMIT w/o 1500 0.46 V Elem 0.00 56.88 Min 219 219 Refer to upper level Line 5 5-1 R Op 1 30.00 31.63 Min 1974 1974 STHD14 (8" S 3815 0.52 V Elem 30.00 34.63 Min 650 650 Refer to upper level V Elem 30.00 38.87 Min 644 644 Refer to upper level 5-1 R End 30.00 50.88 Min 1324 1324 STHD14 (8" S 3815 0.35 V Elem 30.00 56.88 Min 644 644 Refer to upper level Line A A-1 L End 0.12 0.00 1 2468 2468 N/A 30000 0.08 A-1 L Op 1 6.88 0.00 1 2480 2480 N/A 30000 0.08 Line B V Elem 0.12 5.00 1 485 485 Refer to upper level V Elem 12.88 5.00 1 490 490 Refer to upper level V Elem 13.13 7.00 1 549 549 Refer to upper level V Elem 24.38 9.00 1 554 554 Refer to upper level Line C C-1 L End 0.63 20.00 1 1721 1721 STHD14 (8" S 3815 0.45 C-1 R End 10.88 20.00 1 1723 1723 STHD14 (8" S 3815 0.45 Line D D-1 L End 14.63 31.50 1 4522 4522 HDU5 (4x6)5645 0.80 V Elem 16.88 31.50 1 1606 1606 Refer to upper level D-1 R End 22.88 31.50 1 4746 4746 HDU5 (4x6)5645 0.84 V Elem 29.38 31.50 1 1738 1738 Refer to upper level Line E E-1 L End 14.63 51.00 1 1430 1430 LIMIT w/o 1500 0.95 E-1 L Op 1 17.63 51.00 1 1430 1430 LIMIT w/o 1500 0.95 E-1 R Op 1 25.88 51.00 1 1834 1834 STHD14 (8" S 3815 0.48 E-1 R End 29.88 51.00 1 1834 1834 STHD14 (8" S 3815 0.48 Line F F-1 L End 0.12 56.00 1 2709 2709 STHD14 (8" S 3815 0.71 F-1 L Op 1 3.63 56.00 1 2131 2131 STHD14 (8" S 3815 0.56 V Elem 10.13 56.00 1 735 735 Refer to upper level F-1 R Op 1 10.88 56.00 1 2020 2020 STHD14 (8" S 3815 0.53 F-1 R End 14.38 56.00 1 2131 2131 STHD14 (8" S 3815 0.56 V Elem 19.38 57.00 1 843 843 Refer to upper level V Elem 25.63 57.00 1 536 536 Refer to upper level V Elem 29.88 57.00 1 572 572 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 5.13 Min 218 218 LIMIT w/o 1500 0.15 1-1 L Op 1 0.00 21.88 Min 218 218 LIMIT w/o 1500 0.15 1-1 R Op 1 0.00 24.13 Min 189 189 LIMIT w/o 1500 0.13 1-1 L Op 2 0.00 27.13 Min 189 189 LIMIT w/o 1500 0.13 1-1 R Op 2 0.00 29.38 Min 221 221 LIMIT w/o 1500 0.15 1-1 L Op 3 0.00 38.38 Min 221 221 LIMIT w/o 1500 0.15 1-1 R Op 3 0.00 42.62 Min 219 219 LIMIT w/o 1500 0.15 1-1 R End 0.00 56.88 Min 219 219 LIMIT w/o 1500 0.15 Line 5 5-1 R Op 1 30.00 31.63 Min 650 650 LIMIT w/o 1500 0.43 5-1 L Op 2 30.00 34.63 Min 650 650 LIMIT w/o 1500 0.43 5-1 R Op 2 30.00 38.87 Min 644 644 LIMIT w/o 1500 0.43 5-1 R End 30.00 56.88 Min 644 644 LIMIT w/o 1500 0.43 Line B B-1 L End 0.12 5.00 1 485 485 LIMIT w/o 1500 0.32 B-1 R End 12.88 5.00 1 490 490 LIMIT w/o 1500 0.33 16 Page 20 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 Hold-DownandCompressionDesign(flexiblewinddesign,continued) B-2 L End 13.13 7.00 1 549 549 LIMIT w/o 1500 0.37 B-2 R End 24.38 7.00 1 554 554 LIMIT w/o 1500 0.37 Line D D-1 L End 16.88 31.50 1 1606 1606 MST48 3425 0.47 D-1 R End 29.38 31.50 1 1738 1738 MSTC48B3 3315 0.52 Line F F-1 L End 0.12 57.00 1 688 688 LIMIT w/o 1500 0.46 F-1 L Op 1 10.13 57.00 1 735 735 LIMIT w/o 1500 0.49 F-1 R Op 1 14.38 57.00 1 790 790 LIMIT w/o 1500 0.53 F-1 L Op 2 19.38 57.00 1 843 843 LIMIT w/o 1500 0.56 F-1 R Op 2 25.63 57.00 1 536 536 LIMIT w/o 1500 0.36 F-1 R End 29.88 57.00 1 572 572 LIMIT w/o 1500 0.38 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n–Position of studpack thathold-down isattached toorwhich isapplyingcompression force: VElem–Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView LoadCase–Resultsare forcritical loadcase: ASCE7AllHeights:Case1or2 fromFig. 27.3-8 ASCE7Low-rise:Windwardcorner(s)andCaseAorB fromFig. 28.3-1 ASCE7Minimum loads(27.1.5 / 28.3.4):"Min" TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection.Includes forces transferred fromupper levels. Shear–Overturningcomponent = Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.60;h = wallheight,beff=wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh/Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Uplift–Upliftwind load component, factored forASDby0.60 Cmb'd–SumofASD-factoredoverturning, dead and uplift forces.Mayalso include the uplift force t fromperforatedwalls fromSDPWS 4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing of end studpackonbottomplate 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 theShearResultstableforperforatedfactorCo. Mostsevereofwind load cases isusedforoverturningcalculation. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 17 Page 21 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 COLLECTORFORCES(flexiblewinddesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1 Left Opening 1 0.00 14.25 298 -300 1-1 Right Opening 1 0.00 17.25 138 -139 1-1 Left Opening 2 0.00 23.50 268 -270 1-1 Right Opening 2 0.00 28.50 1 -1 1-1 Left Opening 3 0.00 48.25 414 -417 Line 5 5-1 Right Opening 1 30.00 31.50 -1132 1132 Line A A-1 Left Opening 1 7.00 0.00 1169-1175 Line C C-1 Left Wall End 0.50 20.00 -33 33 C-1 Right Wall End 11.00 20.00 1241-1243 Line D D-1 Left Wall End 14.50 31.50 -2003 2103 D-1 Right Wall End 23.00 31.50 967-1015 Line E E-1 Left Wall End 14.50 51.00 -625 625 E-1 Left Opening 1 17.75 51.00 -288 288 E-1 Right Opening 1 25.75 51.00 -632 632 Line F F-1 Left Opening 1 3.75 56.00 379 -400 F-1 Right Opening 1 10.75 56.00 -379 400 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1 Left Opening 1 0.00 22.00 76 -76 1-1 Right Opening 1 0.00 24.00 31 -31 1-1 Left Opening 2 0.00 27.25 29 -29 1-1 Right Opening 2 0.00 29.25 -16 16 1-1 Left Opening 3 0.00 38.50 25 -25 1-1 Right Opening 3 0.00 42.50 -64 64 Line 5 5-1 Right Opening 1 30.00 31.50 -409 409 5-1 Left Opening 2 30.00 34.75 -358 358 5-1 Right Opening 2 30.00 38.75 -484 484 Line B B-1 Left Opening 1 3.50 5.00 -189 191 B-1 Right Opening 1 9.50 5.00 189 -191 B-2 Left Opening 1 16.25 7.00 -123 124 B-2 Right Opening 1 21.25 7.00 123 -124 B-1 Left Opening 1 3.50 5.00 337 340 B-1 Right Opening 1 9.50 5.00 337 340 B-2 Left Opening 1 16.25 7.00 246 248 B-2 Right Opening 1 21.25 7.00 246 248 Line D D-1 Left Wall End 16.75 31.50 -1401 1516 D-1 Right Wall End 29.50 31.50 42 -45 Line F F-1 Left Opening 1 10.25 57.00 216 -231 F-1 Right Opening 1 14.25 57.00 47 -51 F-1 Left Opening 2 19.50 57.00 158 -169 F-1 Right Opening 2 25.50 57.00 -95 101 Legend: Line-Wall-Shearline and wallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical loadcase: ASCE7All heightsCase1or 2 ASCE7Low-risecorner;CaseAor B DragstrutForce-Axial force in transferelement at openings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline force(vmax from4.3.6.4.1.1 forperforatedwalls) Strap/BlockingForce–ForFTAOwalls,force transferred fromaboveandbelowopening toshearwallpier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 18 Page 22 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 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 35106 1462.8 4833 4833 13881 15586 5937 5937 5937 5937 1 35619 1451.3 2783 2783 11864 14487 6024 9213 6024 6024 All 70724 -7616 7616 - - - - - - Legend: Mass–Sumofallgeneratedand inputbuilding masseson level = wx inASCE7Eqn.12.8-12. StoryShear–TotalASD-factoredshearforce inducedat levelx fromEqn.12.8-11. ShearResistance–Lateraldesignstrengthofallshear-resistingelementsonstory, foruse inweakstoryevaluation(4.1.8). DiaphragmForce–usedbyShearwallsonly fordragstrut forces,asperException to12.10.2.1. Fpx-MinimumASD-factored force fordiaphragmdesign fromEqns.12.10-1,-2,and-3. Design = Thegreaterof thestoryshearandFpx + transfer forces fromdiscontinuousshearlines, factoredbyoverstrength(omega)asper 12.10.1.1.Omega = 2.5asper12.2-1. Design force fordragstrutsaredeterminedonashearline-by-shearline basis,andcanuseFx,Fpx,or“Design”dependingon the locationof transfer forces. RedundancyFactorp(rho): E-W1.00,N-S1.00 Automaticallycalculatedaccording toASCE712.3.4.2. VerticalEarthquakeLoadEv Ev = 0.2SdsD;Sds = 1.00;Ev = 0.200Dunfactored;0.140Dfactored; totaldead loadfactor:0.6-0.140 =0.460 tension, 1.0 + 0.140 = 1.140 compression. WeakStory(SDPWS4.1.8) The lateralresistanceVrofstory1 is less than thatofstory2. Vr1 / Vr2 = 0.930,butV1 / Vr1 = 0.526,so theweakstory ispermitted. 19 Page 23 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 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 - - 2424 - - - 242 - - 10521 - Wall1-1 1 Both - - 2424 -1.0 - 242 - - 10521 - Seg. 1 -Both 55.9 - 950 -1.0 - 242 -242 4122 0.23 Seg. 2 -Both 45.4 - 147 -.81 - 197 -197 640 0.23 Seg. 3 -Both 55.9 - 517 -1.0 - 242 -242 2243 0.23 Seg. 4 -Both 55.9 - 810 -1.0 - 242 -242 3516 0.23 Level 1 Ln1,Lev1 -Both - - 3961 - - - 242 - - 9759 - Wall1-1 1 Both - - 3961 -1.0 - 242 - - 9759 - Seg. 1 -Both 98.4 - 1402 -1.0 - 242 -242 3455 0.41 Seg. 2 -Both 98.4 - 615 -1.0 - 242 -242 1515 0.41 Seg. 3 -Both 98.4 - 1944 -1.0 - 242 -242 4789 0.41 Seg. 4 -Both 0.0 - 0 -1.0 - 242 -242 - - Line 5 Level 2 Ln5,Lev2 -Both - - 2410 - - - 242 - - 5065 - Wall5-1 1 Both - - 2410 -1.0 - 242 - - 5065 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 93.7 - 305 -.81 - 197 -197 640 0.48 Seg. 3 -Both 115.3 - 2105 -1.0 - 242 -242 4425 0.48 Level 1 Ln5,Lev1 -Both - - 3655 - - - 242 - - 4728 - Wall5-1 1 Both - - 3655 -1.0 - 242 - - 4728 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 187.4 - 3655 -1.0 - 242 -242 4728 0.77 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 1 LnA,Lev1 -Both - - 1589 - - - 242 - - 1697 - WallA-1 1^Both - - 1589 -1.0 - 242 - - 1697 - Seg. 1 -Both 227.0 - 1589 -1.0 - 242 -242 1697 0.94 Seg. 2 -Both 0.0 - 0 -1.0 - 242 -242 - - Line B Level 2 LnB,Lev2 -Both - - 1276 - - - 242 - - 5940 - WallB-1 1 Both - - 677 -1.0 - 242 - - 3152 - Seg. 1 -Both 96.7 -5.3 338 -1.0 - 242 -242 849 0.40 Open. 1 -Both -119.0 714 - - - 242 -242 1455 0.49 Seg. 2 -Both 96.7 -5.3 338 -1.0 - 242 -242 849 0.40 WallB-2 1 Both - - 599 -1.0 - 242 - - 2788 - Seg. 1 -Both 92.1 12.0 299 -1.0 - 242 -242 788 0.38 Open. 1 -Both -104.1 521 - - - 242 -242 1212 0.43 Seg. 2 -Both 92.1 12.0 299 -1.0 - 242 -242 788 0.38 Line C Level 1 LnC,Lev1 -Both - - 1045 - - - 242 - - 2546 - WallC-1 1 Both 99.5 - 1045 -1.0 - 242 -242 2546 0.41 Line D Level 2 LnD,Lev2 -Both - - 2163 - - - 242 - - 3091 - WallD-1 1 Both 169.6 - 2163 -1.0 - 242 -242 3091 0.70 Level 1 LnD,Lev1 -Both - - 2847 - - - 455 - - 3868 - WallD-1 2 Both 334.9 - 2847 -1.0 - 455 -455 3868 0.74 Line E LnE,Lev1 -Both - - 525 - - - 242 - - 1542 - WallE-1 1 Both - - 525 -1.0 - 242 - - 1542 - Seg. 1 -Both 59.7 - 194 -.72 - 175 -175 569 0.34 Seg. 2 -Both 78.0 - 332 -.94 - 229 -229 973 0.34 Line F Level 2 LnF,Lev2 -Both - - 1395 - - - 242 - - 4849 - WallF-1 1 Both - - 1395 -1.0 - 242 - - 4849 - Seg. 1 -Both 69.7 - 715 -1.0 - 242 -242 2485 0.29 Seg. 2 -Both 69.7 - 366 - 1.0 - 242 - 242 1273 0.29 20 Page 24 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 SHEARRESULTS(flexibleseismicdesign,continued) Seg. 3 -Both 69.7 - 314 - 1.0 - 242 - 242 1091 0.29 Level 1 LnF,Lev1 -Both - - 1613 - - - 354 - - 2211 - WallF-1 3^Both - - 1613 -1.0 - 354 - - 2211 - Seg. 1 -Both 215.1 - 807 -.83 - 295 -295 1105 0.73 Seg. 2 -Both 215.1 - 807 -.83 - 295 -295 1105 0.73 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 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 forperforatedwallsissum bi / FHS from4.3.5.6with bi defined in 4.3.3.4.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 factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,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 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 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 1141 1141 LIMIT w/o 1500 0.76 V Elem 0.00 5.13 454 454 Refer to upper level 1-1 L Op 1 0.00 14.13 1141 1141 LIMIT w/o 1500 0.76 1-1 R Op 1 0.00 17.38 923 923 LIMIT w/o 1500 0.62 V Elem 0.00 21.88 454 454 Refer to upper level 1-1 L Op 2 0.00 23.38 687 687 LIMIT w/o 1500 0.46 1-1 R Op 2 0.00 28.63 661 661 LIMIT w/o 1500 0.44 V Elem 0.00 29.38 459 459 Refer to upper level V Elem 0.00 38.38 459 459 Refer to upper level V Elem 0.00 42.62 455 455 Refer to upper level 1-1 L Op 3 0.00 48.13 897 897 LIMIT w/o 1500 0.60 V Elem 0.00 56.88 455 455 Refer to upper level Line 5 5-1 R Op 1 30.00 31.63 3003 3003 STHD14 (8" S 3815 0.79 V Elem 30.00 34.63 1294 1294 Refer to upper level V Elem 30.00 38.87 1282 1282 Refer to upper level 5-1 R End 30.00 50.88 1709 1709 STHD14 (8" S 3815 0.45 V Elem 30.00 56.88 1282 1282 Refer to upper level Line A A-1 L End 0.12 0.00 2119 2119 N/A 30000 0.07 A-1 L Op 1 6.88 0.00 2119 2119 N/A 30000 0.07 Line B V Elem 0.12 5.00 514 514 Refer to upper level V Elem 12.88 5.00 514 514 Refer to upper level V Elem 13.13 7.00 582 582 Refer to upper level V Elem 24.38 9.00 582 582 Refer to upper level Line C C-1 L End 0.63 20.00 918 918 STHD14 (8" S 3815 0.24 C-1 R End 10.88 20.00 918 918 STHD14 (8" S 3815 0.24 Line D D-1 L End 14.63 31.50 3105 3105 HDU5 (4x6)5645 0.55 V Elem 16.88 31.50 1384 1384 Refer to upper level D-1 R End 22.88 31.50 3105 3105 HDU5 (4x6)5645 0.55 V Elem 29.38 31.50 1384 1384 Refer to upper level Line E E-1 L End 14.63 51.00 582 582 LIMIT w/o 1500 0.39 E-1 L Op 1 17.63 51.00 582 582 LIMIT w/o 1500 0.39 E-1 R Op 1 25.88 51.00 746 746 STHD14 (8" S 3815 0.20 E-1 R End 29.88 51.00 746 746 STHD14 (8" S 3815 0.20 Line F F-1 L End 0.12 56.00 2833 2833 STHD14 (8" S 3815 0.74 F-1 L Op 1 3.63 56.00 2074 2074 STHD14 (8" S 3815 0.54 V Elem 10.13 56.00 759 759 Refer to upper level F-1 R Op 1 10.88 56.00 2074 2074 STHD14 (8" S 3815 0.54 F-1 R End 14.38 56.00 2074 2074 STHD14 (8" S 3815 0.54 V Elem 19.38 57.00 870 870 Refer to upper level V Elem 25.63 57.00 591 591 Refer to upper level V Elem 29.88 57.00 591 591 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 5.13 454 454 LIMIT w/o 1500 0.30 1-1 L Op 1 0.00 21.88 454 454 LIMIT w/o 1500 0.30 1-1 R Op 1 0.00 24.13 393 393 LIMIT w/o 1500 0.26 1-1 L Op 2 0.00 27.13 393 393 LIMIT w/o 1500 0.26 1-1 R Op 2 0.00 29.38 459 459 LIMIT w/o 1500 0.31 1-1 L Op 3 0.00 38.38 459 459 LIMIT w/o 1500 0.31 1-1 R Op 3 0.00 42.62 455 455 LIMIT w/o 1500 0.30 1-1 R End 0.00 56.88 455 455 LIMIT w/o 1500 0.30 Line 5 5-1 R Op 1 30.00 31.63 1294 1294 LIMIT w/o 1500 0.86 5-1 L Op 2 30.00 34.63 1294 1294 LIMIT w/o 1500 0.86 5-1 R Op 2 30.00 38.87 1282 1282 LIMIT w/o 1500 0.85 5-1 R End 30.00 56.88 1282 1282 LIMIT w/o 1500 0.85 Line B B-1 L End 0.12 5.00 514 514 LIMIT w/o 1500 0.34 B-1 R End 12.88 5.00 514 514 LIMIT w/o 1500 0.34 22 Page 26 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) B-2 L End 13.13 7.00 582 582 LIMIT w/o 1500 0.39 B-2 R End 24.38 7.00 582 582 LIMIT w/o 1500 0.39 Line D D-1 L End 16.88 31.50 1384 1384 MST48 3425 0.40 D-1 R End 29.38 31.50 1384 1384 MSTC48B3 3315 0.42 Line F F-1 L End 0.12 57.00 759 759 LIMIT w/o 1500 0.51 F-1 L Op 1 10.13 57.00 759 759 LIMIT w/o 1500 0.51 F-1 R Op 1 14.38 57.00 870 870 LIMIT w/o 1500 0.58 F-1 L Op 2 19.38 57.00 870 870 LIMIT w/o 1500 0.58 F-1 R Op 2 25.63 57.00 591 591 LIMIT w/o 1500 0.39 F-1 R End 29.88 57.00 591 591 LIMIT w/o 1500 0.39 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n–Position of studpack thathold-down isattached to: VElem–Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection.Includes forces transferred fromupper levels. Shear–Overturningcomponent =Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.70;h = wallheight , beff=wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh/Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Ev–Verticalseismic loadeffect fromASCE712.4.2.2 = -0.2SdsxASD factorxunfactoredD = 0.233SDSx factoredD.Refer toSeismic Information table formoredetails. Cmb'd–SumofASD-factoredoverturning, dead and verticalseismic forces.Mayalso include the uplift force t fromperforatedwalls from SDPWS4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing of end studpackonbottomplate 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 theShearResultstableforperforatedfactorCo. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 23 Page 27 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 7190 7190 1-1 Left Opening 1 0.00 14.25 716 -716 1-1 Right Opening 1 0.00 17.25 331 -331 1-1 Left Opening 2 0.00 23.50 645 -645 1-1 Right Opening 2 0.00 28.50 3 -3 1-1 Left Opening 3 0.00 48.25 995 -995 Line 5 Shearline force 6382 6382 5-1 Right Opening 1 30.00 31.50 -2553 2553 Line A Shearline force 3759 3759 A-1 Left Opening 1 7.00 0.00 2374-2374 Line C Shearline force 2367 2367 C-1 Left Wall End 0.50 20.00 -39 39 C-1 Right Wall End 11.00 20.00 1499-1499 Line D Shearline force 3641 3641 D-1 Left Wall End 14.50 31.50 -1760 1760 D-1 Right Wall End 23.00 31.50 850 -850 Line E Shearline force 1136 1136 E-1 Left Wall End 14.50 51.00 -549 549 E-1 Left Opening 1 17.75 51.00 -253 253 E-1 Right Opening 1 25.75 51.00 -556 556 Line F Shearline force 1867 1867 F-1 Left Opening 1 3.75 56.00 451 -451 F-1 Right Opening 1 10.75 56.00 -451 451 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 2977 2977 1-1 Left Opening 1 0.00 22.00 193 -193 1-1 Right Opening 1 0.00 24.00 79 -79 1-1 Left Opening 2 0.00 27.25 74 -74 1-1 Right Opening 2 0.00 29.25 -41 41 1-1 Left Opening 3 0.00 38.50 64 -64 1-1 Right Opening 3 0.00 42.50 -165 165 Line 5 Shearline force 2960 2960 5-1 Right Opening 1 30.00 31.50 -999 999 5-1 Left Opening 2 30.00 34.75 -875 875 5-1 Right Opening 2 30.00 38.75 -1183 1183 Line B Shearline force 1567 1567 B-1 Left Opening 1 3.50 5.00 -247 247 B-1 Right Opening 1 9.50 5.00 247 -247 B-2 Left Opening 1 16.25 7.00 -160 160 B-2 Right Opening 1 21.25 7.00 160 -160 B-1 Left Opening 1 3.50 5.00 357 357 B-1 Right Opening 1 9.50 5.00 357 357 B-2 Left Opening 1 16.25 7.00 260 260 B-2 Right Opening 1 21.25 7.00 260 260 Line D Shearline force 2657 2657 D-1 Left Wall End 16.75 31.50 -1483 1483 D-1 Right Wall End 29.50 31.50 44 -44 Line F Shearline force 1714 1714 F-1 Left Opening 1 10.25 57.00 293 -293 F-1 Right Opening 1 14.25 57.00 64 -64 F-1 Left Opening 2 19.50 57.00 214 -214 F-1 Right Opening 2 25.50 57.00 -129 129 Legend: 24 Page 28 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(A)-r1.wswu Apr. 30, 2025 09:42:25 Line-Wall-Shearline and wallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView DragstrutForce-Axial force in transferelement at openings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline forceshown.ForSDCC-F, it is thegreaterof thedesignshearline forceand thediaphragm forceFpx,added toshearline force fromstoryaboveand to forces transferred fromdiscontinuousshearlines factoredbyoverstrength(omega)asper12.10.1.1. Refer toSeismic Information table fordiaphragm forcesandomega factor. ForSDCD-F, if horizontal torsional irregularities2,3,or4are input,orvertical irregularity4detectedor input,25% increase from12.3.3.4applied. Forperforatedwalls, this force isconverted tovmaxusing 4.3.6.4.1.1. Strap/BlockingForce–ForFTAOwalls,force transferred fromaboveandbelowopening toshearwallpier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 25 Page 29 of 78 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2382-SHEAR(B)-r1.wswu Nov.11,202413:09:55 -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 A-1 B-1 C-2 E-1 C-1 D-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 30 of 78 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2382-SHEAR(B)-r1.wswu Nov.11,202413:09:55 -10'-5'0'5'10'15'20'25'30'35'40'45' -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 D-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 31 of 78 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 L2M-2382-SHEAR(B)-r1.wswu Apr.30,202510:31:43 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) 2.06 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-identical materialsandconstructionontheshearline:Notallowed DeflectionEquation:Nodeflection analysis Drift limitforwinddesign:1 /500 story height FTAOstrap:Continuous at top of highestopening 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 110mph Exposure Exposure B Enclosure Partially enclosed StructureType Regular BuildingSystem Bearing Wall DesignCategory D SiteClass D Topographic Information[ft] Shape - Height - Length - SiteLocation: - Elev: 0ft Rigid building - Static analysis SpectralResponseAcceleration S1:0.500g Ss:1.510g FundamentalPeriod E-W N-S TUsed 0.196s 0.196s ApproximateTa 0.196s 0.196s Maximum T 0.274s 0.274s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.80Case 2 N-S loadsE-Wloads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16psf 8 psf ServiceabilityWindSpeed 100mph 1 Page 32 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 20.02 0.0 Level2 12.02 1'-6.0 8.00 Level1 1.52 9.3 9.00 Foundation 0.75 BLOCKandROOF INFORMATION Block RoofPanels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story N-S Ridge LocationX,Y =0.00 18.50 North Hip 18.0 1.00 ExtentX,Y =30.00 38.50 South Hip 18.0 1.00 RidgeXLocation,Offset 15.00 0.00 East Side 18.0 1.00 RidgeElevation,Height 24.89 4.87 West Side 18.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =0.00 7.00 North Joined 162.0 1.00 ExtentX,Y =24.50 11.50 South Hip 18.0 1.00 RidgeXLocation,Offset 12.25 0.00 East Side 18.0 1.00 RidgeElevation,Height 24.00 3.98 West Side 18.0 1.00 Block 3 2 Story N-S Ridge LocationX,Y =0.00 5.00 North Joined 162.0 1.00 ExtentX,Y =13.00 2.00 South Hip 18.0 1.00 RidgeXLocation,Offset 6.50 0.00 East Side 18.0 1.00 RidgeElevation,Height 22.13 2.11 West Side 18.0 1.00 2 Page 33 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 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 1 StructShOSB 24/16 7/16 --Vert 83500 8d Common N 4 12 Y 1,2,3 Legend: Grp–WallDesignGroupnumber,usedtoreferencewall inother tables(createdbyprogram) Surf–Exterioror interiorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.3C Thick–Nominalpanel thickness GU-Gypsumunderlay thickness Ply–Numberofplies(or layers) inconstructionofplywoodsheets Or–Orientation of longerdimension of sheathingpanelsor lumberplanks.Dbl. = Doublediagonal. Gvtv–Shearstiffness in 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 = 6dbaseply,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.ofnailsperboardatshearwallboundary.For2-plyGWB,spacing of all nails inface ply. Fd–Fieldspacing interior topanels.For lumbersheathing,no.ofnailsperboardat interiorstuds.For2-plyGWB,spacing of all nails in faceply. Bk–Sheathing isnailed toblocking at allpaneledges;Y(es)orN(o) ApplyNotes–Notesbelow table legendwhichapply tosheathingside Notes: 1.Capacityhasbeenreducedforframingspecificgravityaccording toSDPWSTable4.3ANote3.Afactorof0.93 isappliedforHem.-Firframing and 0.92forS.-P.-F.ForothermaterialswithspecificgravityG less than0.5, it isG + 0.5. 2.Framing at adjoining panel edgesmustbe3"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-Standardwalldesignedasgroup. Fcp-Compressivestrengthperpendicular tograin Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. Thefollowingfactorsareapplied toFcpforcompressivedesign and deformationunderwallsegmentendstuds : BearingareafactorCbfromNDS3.10.4,underwindowopenings. 3 Page 34 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 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 5.00 57.00 52.00 44.00 -8.00 -- Wall 1-1 Seg 1 0.00 5.00 57.00 52.00 44.00 -- 22 Segment 1 --5.00 22.00 17.00 16.75 0.47 - 22 Opening 1 --22.00 24.00 2.00 --5.00 22 Segment 2 --24.00 27.25 3.25 3.00 2.46 - 22 Opening 2 --27.25 29.25 2.00 --5.00 22 Segment 3 --29.25 38.50 9.25 9.00 0.86 - 22 Opening 3 --38.50 42.50 4.00 --5.00 22 Segment 4 --42.50 57.00 14.50 14.25 0.55 - 22 Level 1 Line 1 1 0.00 0.00 56.00 56.00 40.25 -9.00 -- Wall 1-1 Seg 1 0.00 0.00 56.00 56.00 40.25 -- 22 Segment 1 --0.00 14.25 14.25 14.00 0.63 - 22 Opening 1 --14.25 17.25 3.00 --5.00 22 Segment 2 --17.25 23.50 6.25 6.00 1.44 - 22 Opening 2 --23.50 28.50 5.00 --5.00 22 Segment 3 --28.50 48.25 19.75 19.50 0.46 - 22 Opening 3 --48.25 54.25 6.00 --5.00 22 Segment 4 --54.25 56.00 1.75 -5.14 - 22 Line 2 Level 2 Line 2 NSW 13.00 5.00 56.00 51.00 0.00 -8.00 -- Wall 2-1 NSW 13.00 5.00 7.00 2.00 0.00 1.00 - 22 Level 1 Line 2 NSW 13.00 5.00 56.00 51.00 0.00 -9.00 -- Wall 2-1 NSW 14.50 51.00 56.00 5.00 0.00 1.00 - 22 Line 3 Level 1 Line 3 NSW 19.00 0.00 9.00 9.00 0.00 -9.00 -- Wall 3-1 NSW 19.00 0.00 9.00 9.00 0.00 1.00 - 22 Line 4 Level 2 Line 4 NSW 24.50 7.00 18.50 11.50 0.00 -8.00 -- Wall 4-1 NSW 24.50 7.00 18.50 11.50 0.00 1.00 - 22 Level 1 Line 4 NSW 24.50 7.00 18.50 11.50 0.00 -9.00 -- Wall 4-1 NSW 24.50 9.00 18.50 9.50 0.00 1.00 - 22 Line 5 Level 2 Line 5 1 30.00 18.50 57.00 38.50 21.50 -8.00 -- Wall 5-1 Seg 1 30.00 18.50 57.00 38.50 21.50 -- 22 Segment 1 --18.50 19.50 1.00 -8.00 - 22 Opening 1 --19.50 31.50 12.00 --5.00 22 Segment 2 --31.50 34.75 3.25 3.00 2.46 - 22 Opening 2 --34.75 38.75 4.00 --5.00 22 Segment 3 --38.75 57.00 18.25 18.00 0.44 - 22 Level 1 Line 5 1 30.00 18.50 51.00 32.50 19.50 -9.00 -- Wall 5-1 Seg 1 30.00 18.50 51.00 32.50 19.50 -- 22 Segment 1 --18.50 19.50 1.00 -9.00 - 22 Opening 1 --19.50 31.50 12.00 --5.00 22 Segment 2 --31.50 51.00 19.50 19.25 0.46 - 22 East-west Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft]W E Line A Level 1 Line A 1 0.00 0.00 19.00 19.00 7.00 -9.00 -- Wall A-1 Seg 1 0.00 0.00 19.00 19.00 7.00 -- 22 Segment 1 --0.00 7.00 7.00 6.75 1.29 - 22 Opening 1 --7.00 18.00 11.00 --5.00 22 Segment 2 --18.00 19.00 1.00 -9.00 - 22 Line B Level 2 Line B 1 5.94 0.00 24.50 24.50 24.50 -8.00 -- Wall B-1 FT 1 5.00 0.00 13.00 13.00 13.00 -- 22 Segment 1 --0.00 3.50 3.50 3.25 1.29 - -- Opening 1 --3.50 9.50 6.00 --4.50 -- 4 Page 35 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Segment 2 --9.50 13.00 3.50 3.25 1.29 --- Wall B-2 FT 1 7.00 13.00 24.50 11.50 11.50 -- 22 Segment 1 --13.00 15.75 2.75 2.50 1.64 - -- Opening 1 --15.75 21.75 6.00 --4.50 -- Segment 2 --21.75 24.50 2.75 2.50 1.64 - -- Level 1 Line B NSW 5.00 0.00 24.50 24.50 0.00 -9.00 -- Wall B-1 NSW 9.00 19.00 24.50 5.50 0.00 1.00 - 22 Line C Level 2 Line C NSW 20.00 0.50 30.00 29.50 0.00 -8.00 -- Wall C-1 NSW 18.50 24.50 30.00 5.50 0.00 1.00 - 22 Level 1 Line C 1 20.00 0.00 30.00 30.00 10.25 -9.00 -- Wall C-1 Seg 1 20.00 0.50 11.00 10.50 10.25 0.86 - 22 Wall C-2 NSW 18.50 24.50 30.00 5.50 0.00 1.00 - 22 Line D Level 2 Line D Seg 1 31.50 0.00 30.00 30.00 12.50 -8.00 -- Wall D-1 Seg 1 31.50 16.75 29.50 12.75 12.50 0.63 - 22 Level 1 Line D Seg 2 31.50 0.00 30.00 30.00 8.25 -9.00 -- Wall D-1 Seg 2 31.50 14.50 23.00 8.50 8.25 1.06 - 22 Line E Level 1 Line E 1 51.00 0.00 30.00 30.00 7.50 -9.00 -- Wall E-1 Seg 1 51.00 14.50 30.00 15.50 7.50 -- 22 Segment 1 --14.50 17.75 3.25 3.00 2.77 - 22 Opening 1 --17.75 25.75 8.00 --5.00 22 Segment 2 --25.75 30.00 4.25 4.00 2.12 - 22 Line F Level 2 Line F 1 57.00 0.00 30.00 30.00 20.00 -8.00 -- Wall F-1 Seg 1 57.00 0.00 30.00 30.00 20.00 -- 22 Segment 1 --0.00 10.25 10.25 10.00 0.78 - 22 Opening 1 --10.25 14.25 4.00 --5.00 22 Segment 2 --14.25 19.50 5.25 5.00 1.52 - 22 Opening 2 --19.50 25.50 6.00 --5.00 22 Segment 3 --25.50 30.00 4.50 4.25 1.78 - 22 Level 1 Line F 1 56.00 0.00 14.50 14.50 7.50 -9.00 -- Wall F-1 Seg 1 56.00 0.00 14.50 14.50 7.50 -- 22 Segment 1 --0.00 3.75 3.75 3.50 2.40 - 22 Opening 1 --3.75 10.75 7.00 --5.00 22 Segment 2 --10.75 14.50 3.75 3.50 2.40 - 22 Legend: Type–Seg:Segmented,Prf:Perforated,FT:FTAO(force transferaroundopenings),NSW:Non-shearwall,NW:Non-wood/Proprietary,ND:Not designed Location–Position in structureperpendicular towall Length–Shear line:Distancebetweenexteriorperpendicularwallsdefining theshear lineextent Wall,segment,oropening:End-to-end lengthof theelement FHS–Dependingonelement,showsdifferentdefinitionsof full-heightsheathing length(FHS): Shearlineswith multiple walls,segmentedwalls,orFTAOwalls:Totalshear-resistingFHS Individualwallsegmentsorwallswithoutopenings:Distancebetweenhold-downsbeff Perforatedwalls:Sumof factoredsegment lengthsbidefined inSDPWS4.3.5.6 AspectRatio–Ratioofwallheight tosegment length(h/b); forFTAOwalls, theaspectratioof thecentralpier WallGroup–Walldesign groupdefinedinSheathingandFramingMaterials tables,where it showsassociatedStandardWall Studs:Numberofendstudsat thesouthandnorthorwestandeastendsofawallsegmentoraperforatedorFTAOwall. If twowallgroupnumbers listed, theyare forrigid diaphragmand flexible diaphragmdesign. 5 Page 36 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 Loads WINDSHEARLOADS(asenteredorgenerated) Level 2 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall 1 W->EWind Line 5.00 57.00 43.4 Block 1 WWall MinW->EWind Line 5.00 57.00 32.0 Block 1 WL Roof MinW->EWind Line 17.50 33.50 0.0 20.8 Block 1 WL Roof 1 W->EWind Line 17.50 33.50 -0.0 -9.4 Block 1 WCtr Roof MinW->EWind Line 33.50 42.00 20.8 Block 1 WCtr Roof 1 W->EWind Line 33.50 42.00 -9.4 Block 1 WR Roof MinW->EWind Line 42.00 58.00 20.8 0.0 Block 1 WR Roof 1 W->EWind Line 42.00 58.00 -9.4 -0.0 Block 1 EWall MinW->E Lee Line 5.00 7.00 32.0 Block 1 EWall 1 W->E Lee Line 5.00 7.00 28.9 Block 1 EWall MinW->E Lee Line 7.00 18.50 32.0 Block 1 EWall 1 W->E Lee Line 7.00 18.50 28.9 Block 1 EL Roof 1 W->E Lee Line 17.50 33.50 0.0 43.5 Block 1 EL Roof MinW->E Lee Line 17.50 33.50 0.0 20.8 Block 1 EWall 1 W->E Lee Line 18.50 57.00 28.9 Block 1 EWall MinW->E Lee Line 18.50 57.00 32.0 Block 1 ECtr Roof MinW->E Lee Line 33.50 42.00 20.8 Block 1 ECtr Roof 1 W->E Lee Line 33.50 42.00 43.5 Block 1 ER Roof MinW->E Lee Line 42.00 58.00 20.8 0.0 Block 1 ER Roof 1 W->E Lee Line 42.00 58.00 43.5 0.0 Block 1 WWall 1 E->W Lee Line 5.00 57.00 28.9 Block 1 WWall MinE->W Lee Line 5.00 57.00 32.0 Block 1 WL Roof 1 E->W Lee Line 17.50 33.50 0.0 43.5 Block 1 WL Roof MinE->W Lee Line 17.50 33.50 0.0 20.8 Block 1 WCtr Roof 1 E->W Lee Line 33.50 42.00 43.5 Block 1 WCtr Roof MinE->W Lee Line 33.50 42.00 20.8 Block 1 WR Roof 1 E->W Lee Line 42.00 58.00 43.5 0.0 Block 1 WR Roof MinE->W Lee Line 42.00 58.00 20.8 0.0 Block 1 EWall 1 E->WWind Line 5.00 7.00 43.4 Block 1 EWall MinE->WWind Line 5.00 7.00 32.0 Block 1 EWall 1 E->WWind Line 7.00 18.50 43.4 Block 1 EWall MinE->WWind Line 7.00 18.50 32.0 Block 1 EL Roof 1 E->WWind Line 17.50 33.50 -0.0 -9.4 Block 1 EL Roof MinE->WWind Line 17.50 33.50 0.0 20.8 Block 1 EWall MinE->WWind Line 18.50 57.00 32.0 Block 1 EWall 1 E->WWind Line 18.50 57.00 43.4 Block 1 ECtr Roof MinE->WWind Line 33.50 42.00 20.8 Block 1 ECtr Roof 1 E->WWind Line 33.50 42.00 -9.4 Block 1 ER Roof MinE->WWind Line 42.00 58.00 20.8 0.0 Block 1 ER Roof 1 E->WWind Line 42.00 58.00 -9.4 -0.0 Block 1 SL Roof 1 S->NWind Line -1.00 15.00 -0.0 -6.8 Block 1 SL Roof MinS->NWind Line -1.00 15.00 0.0 20.8 Block 1 SWall MinS->NWind Line 0.00 13.00 32.0 Block 1 SWall 1 S->NWind Line 0.00 13.00 43.4 Block 1 SWall 1 S->NWind Line 13.00 24.50 43.4 Block 1 SWall MinS->NWind Line 13.00 24.50 32.0 Block 1 SR Roof 1 S->NWind Line 15.00 31.00 -6.8 -0.0 Block 1 SR Roof MinS->NWind Line 15.00 31.00 20.8 0.0 Block 1 SWall MinS->NWind Line 24.50 30.00 32.0 Block 1 SWall 1 S->NWind Line 24.50 30.00 43.4 Block 1 NL Roof 1 S->N Lee Line -1.00 15.00 0.0 42.5 Block 1 NL Roof MinS->N Lee Line -1.00 15.00 0.0 20.8 Block 1 NWall 1 S->N Lee Line 0.00 30.00 25.6 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NR Roof 1 S->N Lee Line 15.00 31.00 42.5 0.0 Block 1 NR Roof MinS->N Lee Line 15.00 31.00 20.8 0.0 Block 1 SL Roof MinN->S Lee Line -1.00 15.00 0.0 20.8 Block 1 SL Roof 1 N->S Lee Line -1.00 15.00 0.0 42.5 Block 1 SWall 1 N->S Lee Line 0.00 13.00 25.6 Block 1 SWall MinN->S Lee Line 0.00 13.00 32.0 Block 1 SWall 1 N->S Lee Line 13.00 24.50 25.6 Block 1 SWall MinN->S Lee Line 13.00 24.50 32.0 Block 1 SR Roof 1 N->S Lee Line 15.00 31.00 42.5 0.0 Block 1 SR Roof MinN->S Lee Line 15.00 31.00 20.8 0.0 Block 1 SWall 1 N->S Lee Line 24.50 30.00 25.6 Block 1 SWall MinN->S Lee Line 24.50 30.00 32.0 Block 1 NL Roof MinN->SWind Line -1.00 15.00 0.0 20.8 Block 1 NL Roof 1 N->SWind Line -1.00 15.00 -0.0 -6.8 Block 1 N Wall Min N->S Wind Line 0.00 30.00 32.0 6 Page 37 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 N Wall 1 N->S Wind Line 0.00 30.00 43.4 Block 1 NR Roof 1 N->SWind Line 15.00 31.00 -6.8 -0.0 Block 1 NR Roof MinN->SWind Line 15.00 31.00 20.8 0.0 Block 2 WL Roof 1 W->EWind Line 6.00 17.50 -0.0 -8.5 Block 2 WL Roof MinW->EWind Line 6.00 17.50 0.0 14.9 Block 2 WCtr Roof 1 W->EWind Line 17.50 19.25 -8.5 Block 2 WCtr Roof MinW->EWind Line 17.50 19.25 14.9 Block 2 WR Roof MinW->EWind Line 19.25 30.75 14.9 0.0 Block 2 WR Roof 1 W->EWind Line 19.25 30.75 -8.5 -0.0 Block 2 EL Roof MinW->E Lee Line 6.00 17.50 0.0 14.9 Block 2 EL Roof 1 W->E Lee Line 6.00 17.50 0.0 31.7 Block 2 ECtr Roof 1 W->E Lee Line 17.50 19.25 31.7 Block 2 ECtr Roof MinW->E Lee Line 17.50 19.25 14.9 Block 2 ER Roof MinW->E Lee Line 19.25 30.75 14.9 0.0 Block 2 ER Roof 1 W->E Lee Line 19.25 30.75 31.7 0.0 Block 2 WL Roof MinE->W Lee Line 6.00 17.50 0.0 14.9 Block 2 WL Roof 1 E->W Lee Line 6.00 17.50 0.0 31.7 Block 2 WCtr Roof 1 E->W Lee Line 17.50 19.25 31.7 Block 2 WCtr Roof MinE->W Lee Line 17.50 19.25 14.9 Block 2 WR Roof MinE->W Lee Line 19.25 30.75 14.9 0.0 Block 2 WR Roof 1 E->W Lee Line 19.25 30.75 31.7 0.0 Block 2 EL Roof MinE->WWind Line 6.00 17.50 0.0 14.9 Block 2 EL Roof 1 E->WWind Line 6.00 17.50 -0.0 -8.5 Block 2 ECtr Roof MinE->WWind Line 17.50 19.25 14.9 Block 2 ECtr Roof 1 E->WWind Line 17.50 19.25 -8.5 Block 2 ER Roof MinE->WWind Line 19.25 30.75 14.9 0.0 Block 2 ER Roof 1 E->WWind Line 19.25 30.75 -8.5 -0.0 Block 2 SL Roof 1 S->NWind Line -1.00 12.25 -0.0 -11.1 Block 2 SL Roof MinS->NWind Line -1.00 12.25 -0.0 -17.2 Block 2 SR Roof 1 S->NWind Line 12.25 25.50 -11.1 -0.0 Block 2 SR Roof MinS->NWind Line 12.25 25.50 -17.2 -0.0 Block 2 SL Roof MinN->S Lee Line -1.00 12.25 0.0 17.2 Block 2 SL Roof 1 N->S Lee Line -1.00 12.25 0.0 37.1 Block 2 SR Roof 1 N->S Lee Line 12.25 25.50 37.1 0.0 Block 2 SR Roof MinN->S Lee Line 12.25 25.50 17.2 0.0 Block 3 WL Roof MinW->EWind Line 4.00 6.00 0.0 2.6 Block 3 WL Roof 1 W->EWind Line 4.00 6.00 -0.0 -1.7 Block 3 WCtr Roof MinW->EWind Line 6.00 11.50 2.6 Block 3 WCtr Roof 1 W->EWind Line 6.00 11.50 -1.7 Block 3 WR Roof 1 W->EWind Line 11.50 13.50 -1.7 -0.0 Block 3 WR Roof MinW->EWind Line 11.50 13.50 2.6 0.0 Block 3 EL Roof MinW->E Lee Line 4.00 6.00 0.0 2.6 Block 3 EL Roof 1 W->E Lee Line 4.00 6.00 0.0 5.5 Block 3 ECtr Roof MinW->E Lee Line 6.00 11.50 2.6 Block 3 ECtr Roof 1 W->E Lee Line 6.00 11.50 5.5 Block 3 ER Roof 1 W->E Lee Line 11.50 13.50 5.5 0.0 Block 3 ER Roof MinW->E Lee Line 11.50 13.50 2.6 0.0 Block 3 WL Roof MinE->W Lee Line 4.00 6.00 0.0 2.6 Block 3 WL Roof 1 E->W Lee Line 4.00 6.00 0.0 5.5 Block 3 WCtr Roof MinE->W Lee Line 6.00 11.50 2.6 Block 3 WCtr Roof 1 E->W Lee Line 6.00 11.50 5.5 Block 3 WR Roof MinE->W Lee Line 11.50 13.50 2.6 0.0 Block 3 WR Roof 1 E->W Lee Line 11.50 13.50 5.5 0.0 Block 3 EL Roof MinE->WWind Line 4.00 6.00 0.0 2.6 Block 3 EL Roof 1 E->WWind Line 4.00 6.00 -0.0 -1.7 Block 3 ECtr Roof MinE->WWind Line 6.00 11.50 2.6 Block 3 ECtr Roof 1 E->WWind Line 6.00 11.50 -1.7 Block 3 ER Roof 1 E->WWind Line 11.50 13.50 -1.7 -0.0 Block 3 ER Roof MinE->WWind Line 11.50 13.50 2.6 0.0 Block 3 SL Roof MinS->NWind Line -1.00 6.50 -0.0 -9.7 Block 3 SL Roof 1 S->NWind Line -1.00 6.50 -0.0 -6.2 Block 3 SR Roof MinS->NWind Line 6.50 14.00 -9.7 -0.0 Block 3 SR Roof 1 S->NWind Line 6.50 14.00 -6.2 -0.0 Block 3 SL Roof MinN->S Lee Line -1.00 6.50 0.0 9.7 Block 3 SL Roof 1 N->S Lee Line -1.00 6.50 0.0 20.7 Block 3 SR Roof 1 N->S Lee Line 6.50 14.00 20.7 0.0 Block 3 SR Roof MinN->S Lee Line 6.50 14.00 9.7 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 56.00 48.0 Block 1 W Wall 1 W->E Wind Line 0.00 56.00 61.7 7 Page 38 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 W Wall Min W->E Wind Line 5.00 57.00 32.0 Block 1 WWall 1 W->EWind Line 5.00 57.00 41.3 Block 1 EWall MinW->E Lee Line 0.00 9.00 48.0 Block 1 EWall 1 W->E Lee Line 0.00 9.00 43.3 Block 1 EWall 1 W->E Lee Line 5.00 7.00 28.9 Block 1 EWall MinW->E Lee Line 5.00 7.00 32.0 Block 1 EWall MinW->E Lee Line 7.00 18.50 32.0 Block 1 EWall 1 W->E Lee Line 7.00 18.50 28.9 Block 1 EWall MinW->E Lee Line 9.00 18.50 48.0 Block 1 EWall 1 W->E Lee Line 9.00 18.50 43.3 Block 1 EWall 1 W->E Lee Line 18.50 51.00 43.3 Block 1 EWall MinW->E Lee Line 18.50 57.00 32.0 Block 1 EWall MinW->E Lee Line 18.50 51.00 48.0 Block 1 EWall 1 W->E Lee Line 18.50 57.00 28.9 Block 1 EWall MinW->E Lee Line 51.00 56.00 48.0 Block 1 EWall 1 W->E Lee Line 51.00 56.00 43.3 Block 1 WWall MinE->W Lee Line 0.00 56.00 48.0 Block 1 WWall 1 E->W Lee Line 0.00 56.00 43.3 Block 1 WWall 1 E->W Lee Line 5.00 57.00 28.9 Block 1 WWall MinE->W Lee Line 5.00 57.00 32.0 Block 1 EWall 1 E->WWind Line 0.00 9.00 61.7 Block 1 EWall MinE->WWind Line 0.00 9.00 48.0 Block 1 EWall MinE->WWind Line 5.00 7.00 32.0 Block 1 EWall 1 E->WWind Line 5.00 7.00 41.3 Block 1 EWall MinE->WWind Line 7.00 18.50 32.0 Block 1 EWall 1 E->WWind Line 7.00 18.50 41.3 Block 1 EWall MinE->WWind Line 9.00 18.50 48.0 Block 1 EWall 1 E->WWind Line 9.00 18.50 61.7 Block 1 EWall MinE->WWind Line 18.50 57.00 32.0 Block 1 EWall MinE->WWind Line 18.50 51.00 48.0 Block 1 EWall 1 E->WWind Line 18.50 51.00 61.7 Block 1 EWall 1 E->WWind Line 18.50 57.00 41.3 Block 1 EWall MinE->WWind Line 51.00 56.00 48.0 Block 1 EWall 1 E->WWind Line 51.00 56.00 61.7 Block 1 SWall MinS->NWind Line 0.00 13.00 32.0 Block 1 SWall MinS->NWind Line 0.00 19.00 48.0 Block 1 SWall 1 S->NWind Line 0.00 19.00 61.7 Block 1 SWall 1 S->NWind Line 0.00 13.00 41.3 Block 1 SWall MinS->NWind Line 13.00 24.50 32.0 Block 1 SWall 1 S->NWind Line 13.00 24.50 41.3 Block 1 SWall 1 S->NWind Line 19.00 24.50 61.7 Block 1 SWall MinS->NWind Line 19.00 24.50 48.0 Block 1 SWall 1 S->NWind Line 24.50 30.00 61.7 Block 1 SWall MinS->NWind Line 24.50 30.00 32.0 Block 1 SWall MinS->NWind Line 24.50 30.00 48.0 Block 1 SWall 1 S->NWind Line 24.50 30.00 41.3 Block 1 NWall MinS->N Lee Line 0.00 14.50 48.0 Block 1 NWall 1 S->N Lee Line 0.00 30.00 25.6 Block 1 NWall 1 S->N Lee Line 0.00 14.50 38.4 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NWall MinS->N Lee Line 14.50 30.00 48.0 Block 1 NWall 1 S->N Lee Line 14.50 30.00 38.4 Block 1 SWall 1 N->S Lee Line 0.00 19.00 38.4 Block 1 SWall 1 N->S Lee Line 0.00 13.00 25.6 Block 1 SWall MinN->S Lee Line 0.00 13.00 32.0 Block 1 SWall MinN->S Lee Line 0.00 19.00 48.0 Block 1 SWall 1 N->S Lee Line 13.00 24.50 25.6 Block 1 SWall MinN->S Lee Line 13.00 24.50 32.0 Block 1 SWall 1 N->S Lee Line 19.00 24.50 38.4 Block 1 SWall MinN->S Lee Line 19.00 24.50 48.0 Block 1 SWall 1 N->S Lee Line 24.50 30.00 25.6 Block 1 SWall 1 N->S Lee Line 24.50 30.00 38.4 Block 1 SWall MinN->S Lee Line 24.50 30.00 32.0 Block 1 SWall MinN->S Lee Line 24.50 30.00 48.0 Block 1 NWall MinN->SWind Line 0.00 14.50 48.0 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 30.00 41.3 Block 1 NWall 1 N->SWind Line 0.00 14.50 61.7 Block 1 NWall 1 N->SWind Line 14.50 30.00 61.7 Block 1 NWall MinN->SWind Line 14.50 30.00 48.0 Legend: Block-Blockused in loadgeneration 8 Page 39 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 Accum. = loads fromoneblockcombinedwith another Manual = user-entered loads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhich loadsgeneratedorentered LoadCase-Oneof the following: ASCE7AllHeights:Case1or2 fromFig 27.3-8orminimum loads from27.1.5 ASCE7Low-rise:ReferencecornerandCaseAorB fromFig 28.3-1orminimum loads from28.3.4 WindDir-Directionofwind for loadswithpositivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardor leewardside of thebuilding for loads ingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start = intensityofuniformandpoint loadsor leftmost intensityof trapezoidal load,End = right intensityof trap load TribHt-Tributaryheightofarea loadsonly Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.60 towind loads beforedistributing them to the shearlines. 9 Page 40 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 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 17.50 58.00 240.0 240.0 E-W Roof Block 1 5 Line 17.50 58.00 240.0 240.0 E-W Roof Block 2 1 Line 6.00 18.50 198.8 198.8 E-W Roof Block 2 4 Line 6.00 18.50 198.8 198.8 E-W Roof Block 3 1 Line 4.00 7.00 112.5 112.5 E-W Roof Block 3 2 Line 4.00 7.00 112.5 112.5 N-S Roof Block 1 Line -1.00 31.00 303.8 303.8 N-S Roof Block 1 Line -1.00 31.00 303.8 303.8 N-S Roof Block 2 Line -1.00 25.50 101.2 101.2 N-S Roof Block 2 Line -1.00 25.50 86.2 86.2 N-S Roof Block 3 B Line -1.00 14.00 30.0 30.0 N-S Roof Block 3 Line -1.00 14.00 15.0 15.0 BothWall 1-1 n/a 1 Line 5.00 57.00 40.0 40.0 BothWall 2-1 n/a 2 Line 5.00 7.00 40.0 40.0 BothWall 4-1 n/a 4 Line 7.00 18.50 40.0 40.0 BothWall 5-1 n/a 5 Line 18.50 57.00 40.0 40.0 BothWall B-1 n/a B Line 0.00 13.00 40.0 40.0 BothWall B-2 n/a Line 13.00 24.50 40.0 40.0 BothWall C-1 n/a Line 24.50 30.00 40.0 40.0 BothWall D-1 n/a D Line 16.75 29.50 24.0 24.0 BothWall F-1 n/a 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 Floor F1 n/a 1 Line 0.00 9.00 114.0 114.0 BothWall 1-1 n/a 1 Line 5.00 57.00 40.0 40.0 E-W Floor F2 n/a 1 Line 9.00 18.50 147.0 147.0 E-W Floor F3 n/a 1 Line 18.50 51.00 180.0 180.0 E-W Floor F4 n/a 1 Line 51.00 56.00 87.0 87.0 BothWall 2-1 n/a 2 Line 5.00 7.00 40.0 40.0 E-W Floor F4 n/a Line 51.00 56.00 87.0 87.0 E-W Floor F1 n/a 3 Line 0.00 9.00 114.0 114.0 BothWall 4-1 n/a 4 Line 7.00 18.50 40.0 40.0 E-W Floor F2 n/a 4 Line 9.00 18.50 147.0 147.0 E-W Floor F3 n/a 5 Line 18.50 51.00 180.0 180.0 BothWall 5-1 n/a 5 Line 18.50 57.00 40.0 40.0 N-S Floor F1 n/a A Line 0.00 14.50 336.0 336.0 N-S Floor F2 n/a A Line 14.50 19.00 306.0 306.0 BothWall B-1 n/a B Line 0.00 13.00 40.0 40.0 BothWall B-2 n/a Line 13.00 24.50 40.0 40.0 N-S Floor F3 n/a Line 19.00 24.50 252.0 252.0 BothWall C-1 n/a Line 24.50 30.00 40.0 40.0 N-S Floor F4 n/a Line 24.50 30.00 195.0 195.0 BothWall D-1 n/a D Line 16.75 29.50 24.0 24.0 N-S Floor F2 n/a E Line 14.50 19.00 306.0 306.0 N-S Floor F3 n/a E Line 19.00 24.50 252.0 252.0 N-S Floor F4 n/a E Line 24.50 30.00 195.0 195.0 N-S Floor F1 n/a F Line 0.00 14.50 336.0 336.0 BothWall F-1 n/a Line 0.00 30.00 40.0 40.0 Both Wall 1-1 n/a 1 Line 0.00 56.00 45.0 45.0 10 Page 41 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 BUILDINGMASSES(continued) Both Wall 2-1 n/a Line 51.00 56.00 45.0 45.0 BothWall 3-1 n/a 3 Line 0.00 9.00 45.0 45.0 BothWall 4-1 n/a 4 Line 9.00 18.50 45.0 45.0 BothWall 5-1 n/a 5 Line 18.50 51.00 45.0 45.0 BothWall A-1 n/a A Line 0.00 19.00 45.0 45.0 BothWall B-1 n/a Line 19.00 24.50 45.0 45.0 BothWall C-2 n/a Line 24.50 30.00 45.0 45.0 BothWall C-1 n/a C Line 0.50 11.00 27.0 27.0 BothWall D-1 n/a D Line 14.50 23.00 27.0 27.0 BothWall E-1 n/a E Line 14.50 30.00 45.0 45.0 BothWall F-1 n/a F Line 0.00 14.50 45.0 45.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline that equivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserapplied area loadsonly 11 Page 42 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line 4.00 5.00 44.3 44.3 E-W Point 5.00 5.00 102 102 E-W Line 5.00 6.00 60.0 60.0 E-W Line 6.00 7.00 138.2 138.2 E-W Point 7.00 7.00 91 91 E-W Line 7.00 17.50 94.0 94.0 E-W Line 17.50 18.50 188.4 188.4 E-W Point 18.50 18.50 43 43 E-W Line 18.50 57.00 110.2 110.2 E-W Point 31.50 31.50 60 60 E-W Point 57.00 57.00 236 236 E-W Line 57.00 58.00 94.5 94.5 N-S Line -1.00 0.00 165.3 165.3 N-S Point 0.00 0.00 409 409 N-S Line 0.00 13.00 181.0 181.0 N-S Point 13.00 13.00 16 16 N-S Line 13.00 14.00 181.0 181.0 N-S Line 14.00 16.75 172.2 172.2 N-S Line 16.75 24.50 176.9 176.9 N-S Point 24.50 24.50 91 91 N-S Line 24.50 25.50 176.9 176.9 N-S Line 25.50 29.50 140.0 140.0 N-S Line 29.50 30.00 135.3 135.3 N-S Point 30.00 30.00 303 303 N-S Line 30.00 31.00 119.5 119.5 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 95 95 E-W Line 0.00 5.00 35.5 35.5 E-W Point 5.00 5.00 1657 1657 E-W Point 5.00 5.00 58 58 E-W Line 5.00 7.00 44.5 44.5 E-W Point 7.00 7.00 51 51 E-W Line 7.00 9.00 44.5 44.5 E-W Point 9.00 9.00 28 28 E-W Line 9.00 18.50 51.8 51.8 E-W Point 18.50 18.50 52 52 E-W Line 18.50 51.00 59.2 59.2 E-W Point 20.00 20.00 32 32 E-W Point 31.50 31.50 60 60 E-W Point 51.00 51.00 78 78 E-W Line 51.00 56.00 38.4 38.4 E-W Point 56.00 56.00 73 73 E-W Line 56.00 57.00 8.9 8.9 E-W Point 57.00 57.00 134 134 N-S Point 0.00 0.00 514 514 N-S Line 0.00 0.50 94.0 94.0 N-S Line 0.50 11.00 97.1 97.1 N-S Line 11.00 13.00 94.0 94.0 N-S Point 13.00 13.00 9 9 N-S Line 13.00 14.50 94.0 94.0 N-S Point 14.50 14.50 25 25 N-S Line 14.50 16.75 90.4 90.4 N-S Line 16.75 19.00 93.0 93.0 N-S Point 19.00 19.00 45 45 N-S Line 19.00 23.00 81.0 81.0 N-S Line 23.00 24.50 78.0 78.0 N-S Point 24.50 24.50 99 99 N-S Line 24.50 29.50 65.2 65.2 N-S Line 29.50 30.00 62.5 62.5 N-S Point 30.00 30.00 335 335 Legend: Loads in tablecanbeaccumulationof loads fromseveralbuildingmasses,so theydonotcorrespondwith aparticularbuildingelement. 12 Page 43 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 Location-Startandendof load indirectionperpendicular toseismic forcedirection Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.70andredundancy factor toseismic loadsbeforedistributing them to theshearlines. 13 Page 44 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 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 theDeflection table forpossibleissuesregarding fastenerslippage(SDPWSTableC4.2.3D). 14 Page 45 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 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 - - 718 - - - 339 - - 14729 - -N->S - - 1040 - - - 339 - - 14729 - Wall1-1 1 S->N - - 718 -1.0 - 339 - - 14729 - 1 N->S - - 1040 -1.0 - 339 - - 14729 - Seg. 1 -S->N 16.5 - 281 -1.0 - 339 -339 5771 0.05 -N->S 24.0 - 407 -1.0 - 339 -339 5771 0.07 Seg. 2 -S->N 13.4 - 44 -.81 - 276 -276 896 0.05 -N->S 19.5 - 63 -.81 - 276 -276 896 0.07 Seg. 3 -S->N 16.5 - 153 -1.0 - 339 -339 3140 0.05 -N->S 24.0 - 222 -1.0 - 339 -339 3140 0.07 Seg. 4 -S->N 16.5 - 240 -1.0 - 339 -339 4922 0.05 -N->S 24.0 - 347 -1.0 - 339 -339 4922 0.07 Level 1 Ln1,Lev1 -S->N - - 2221 - - - 339 - - 13663 - -N->S - - 2543 - - - 339 - - 13663 - Wall1-1 1 S->N - - 2221 -1.0 - 339 - - 13663 - 1 N->S - - 2543 -1.0 - 339 - - 13663 - Seg. 1 -S->N 55.2 - 786 -1.0 - 339 -339 4837 0.16 -N->S 63.2 - 900 -1.0 - 339 -339 4837 0.19 Seg. 2 -S->N 55.2 - 345 -1.0 - 339 -339 2122 0.16 -N->S 63.2 - 395 -1.0 - 339 -339 2122 0.19 Seg. 3 -S->N 55.2 - 1090 -1.0 - 339 -339 6704 0.16 -N->S 63.2 - 1248 -1.0 - 339 -339 6704 0.19 Seg. 4 -Both 0.0 - 0 -1.0 - 339 -339 - - Line 5 Level 2 Ln5,Lev2 -S->N - - 750 - - - 339 - - 7091 - -N->S - - 933 - - - 339 - - 7091 - Wall5-1 1 S->N - - 750 -1.0 - 339 - - 7091 - 1 N->S - - 933 -1.0 - 339 - - 7091 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -S->N 29.2 - 95 -.81 - 276 -276 896 0.11 -N->S 36.3 - 118 -.81 - 276 -276 896 0.13 Seg. 3 -S->N 35.9 - 655 -1.0 - 339 -339 6195 0.11 -N->S 44.7 - 815 -1.0 - 339 -339 6195 0.13 Level 1 Ln5,Lev1 -S->N - - 2253 - - - 339 - - 6619 - -N->S - - 2436 - - - 339 - - 6619 - Wall5-1 1 S->N - - 2253 -1.0 - 339 - - 6619 - 1 N->S - - 2436 -1.0 - 339 - - 6619 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -S->N 115.5 - 2253 -1.0 - 339 -339 6619 0.34 -N->S 124.9 - 2436 -1.0 - 339 -339 6619 0.37 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 1 LnA,Lev1 -Both - - 1413 - - - 339 - - 2376 - WallA-1 1 Both - - 1413 -1.0 - 339 - - 2376 - Seg. 1 -Both 201.8 - 1413 -1.0 - 339 -339 2376 0.59 Seg. 2 -Both 0.0 - 0 -1.0 - 339 -339 - - Line B Level 2 LnB,Lev2 -Both - - 728 - - - 339 - - 8317 - WallB-1 1 Both - - 386 -1.0 - 339 - - 4413 - Seg. 1 -Both 55.2 -3.0 193 -1.0 - 339 -339 1188 0.16 Open. 1 -Both -67.9 407 - - - 339 -339 2037 0.20 Seg. 2 -Both 55.2 -3.0 193 -1.0 - 339 -339 1188 0.16 WallB-2 1 Both - - 342 -1.0 - 339 - - 3904 - Seg. 1 -Both 62.1 -12.0 171 -1.0 - 339 -339 933 0.18 Open. 1 -Both -67.9 407 - - - 339 -339 2037 0.20 Seg. 2 -Both 62.1 -12.0 171 -1.0 - 339 -339 933 0.18 Line C 15 Page 46 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 SHEARRESULTS(flexiblewinddesign,continued) Level 1 LnC,Lev1 -Both - - 1811 - - - 339 - - 3564 - WallC-1 1 Both 172.5 - 1811 -1.0 - 339 -339 3564 0.51 Line D Level 2 LnD,Lev2 -Both - - 1531 - - - 339 - - 4328 - WallD-1 1 Both 120.1 - 1531 -1.0 - 339 -339 4328 0.35 Level 1 LnD,Lev1 -Both - - 3160 - - - 495 - - 4209 - WallD-1 2 Both 371.7 - 3160 -1.0 - 495 -495 4209 0.75 Line E LnE,Lev1 -Both - - 1288 - - - 339 - - 2159 - WallE-1 1 Both - - 1288 -1.0 - 339 - - 2159 - Seg. 1 -Both 146.2 - 475 -.72 - 245 -245 797 0.60 Seg. 2 -Both 191.2 - 812 -.94 - 321 -321 1363 0.60 Line F Level 2 LnF,Lev2 -Both - - 698 - - - 339 - - 6789 - WallF-1 1 Both - - 698 -1.0 - 339 - - 6789 - Seg. 1 -Both 34.9 - 358 -1.0 - 339 -339 3479 0.10 Seg. 2 -Both 34.9 - 183 -1.0 - 339 -339 1782 0.10 Seg. 3 -Both 34.9 - 157 -1.0 - 339 -339 1528 0.10 Level 1 LnF,Lev1 -Both - - 1003 - - - 339 - - 2122 - WallF-1 1 Both - - 1003 -1.0 - 339 - - 2122 - Seg. 1 -Both 133.7 - 502 -.83 - 283 -283 1061 0.47 Seg. 2 -Both 133.7 - 502 -.83 - 283 -283 1061 0.47 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir-Directionofwind forcealongshearline. v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 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 forperforatedwallsissum bi / FHS from4.3.5.6with bi defined in 4.3.3.4.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 factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."S" indicates that theseismicdesigncriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 16 Page 47 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 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 1 505 505 LIMIT w/o 1500 0.34 V Elem 0.00 5.13 1 134 134 Refer to upper level 1-1 L Op 1 0.00 14.13 1 579 579 LIMIT w/o 1500 0.39 1-1 R Op 1 0.00 17.38 1 517 517 LIMIT w/o 1500 0.34 V Elem 0.00 21.88 1 195 195 Refer to upper level 1-1 L Op 2 0.00 23.38 1 491 491 LIMIT w/o 1500 0.33 1-1 R Op 2 0.00 28.63 1 433 433 LIMIT w/o 1500 0.29 V Elem 0.00 29.38 1 136 136 Refer to upper level V Elem 0.00 38.38 1 197 197 Refer to upper level V Elem 0.00 42.62 1 135 135 Refer to upper level 1-1 L Op 3 0.00 48.13 1 576 576 LIMIT w/o 1500 0.38 V Elem 0.00 56.88 1 195 195 Refer to upper level Line 5 5-1 R Op 1 30.00 31.63 1 1306 1306 STHD14 (8" S 3815 0.34 V Elem 30.00 34.63 1 314 314 Refer to upper level V Elem 30.00 38.87 1 291 291 Refer to upper level 5-1 R End 30.00 50.88 1 1139 1139 STHD14 (8" S 3815 0.30 V Elem 30.00 56.88 1 362 362 Refer to upper level Line A A-1 L End 0.12 0.00 1 1884 1884 N/A 30000 0.06 A-1 L Op 1 6.88 0.00 1 1884 1884 N/A 30000 0.06 Line B V Elem 0.12 5.00 1 242 242 Refer to upper level V Elem 12.88 5.00 1 242 242 Refer to upper level V Elem 13.13 7.00 1 243 243 Refer to upper level V Elem 24.38 9.00 1 243 243 Refer to upper level Line C C-1 L End 0.63 20.00 1 1590 1590 STHD14 (8" S 3815 0.42 C-1 R End 10.88 20.00 1 1590 1590 STHD14 (8" S 3815 0.42 Line D D-1 L End 14.63 31.50 1 3447 3447 HDU5-SDS 4340 0.79 V Elem 16.88 31.50 1 980 980 Refer to upper level D-1 R End 22.88 31.50 1 3447 3447 HDU5-SDS 4340 0.79 V Elem 29.38 31.50 1 980 980 Refer to upper level Line E E-1 L End 14.63 51.00 1 1425 1425 LIMIT w/o 1500 0.95 E-1 L Op 1 17.63 51.00 1 1425 1425 LIMIT w/o 1500 0.95 E-1 R Op 1 25.88 51.00 1 1828 1828 STHD14 (8" S 3815 0.48 E-1 R End 29.88 51.00 1 1828 1828 STHD14 (8" S 3815 0.48 Line F F-1 L End 0.12 56.00 1 1576 1576 STHD14 (8" S 3815 0.41 F-1 L Op 1 3.63 56.00 1 1290 1290 STHD14 (8" S 3815 0.34 V Elem 10.13 56.00 1 286 286 Refer to upper level F-1 R Op 1 10.88 56.00 1 1290 1290 STHD14 (8" S 3815 0.34 F-1 R End 14.38 56.00 1 1290 1290 STHD14 (8" S 3815 0.34 V Elem 19.38 57.00 1 293 293 Refer to upper level V Elem 25.63 57.00 1 296 296 Refer to upper level V Elem 29.88 57.00 1 296 296 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 5.13 1 134 134 LIMIT w/o 1500 0.09 1-1 L Op 1 0.00 21.88 1 195 195 LIMIT w/o 1500 0.13 1-1 R Op 1 0.00 24.13 1 117 117 LIMIT w/o 1500 0.08 1-1 L Op 2 0.00 27.13 1 169 169 LIMIT w/o 1500 0.11 1-1 R Op 2 0.00 29.38 1 136 136 LIMIT w/o 1500 0.09 1-1 L Op 3 0.00 38.38 1 197 197 LIMIT w/o 1500 0.13 1-1 R Op 3 0.00 42.62 1 135 135 LIMIT w/o 1500 0.09 1-1 R End 0.00 56.88 1 195 195 LIMIT w/o 1500 0.13 Line 5 5-1 R Op 1 30.00 31.63 1 253 253 LIMIT w/o 1500 0.17 5-1 L Op 2 30.00 34.63 1 314 314 LIMIT w/o 1500 0.21 5-1 R Op 2 30.00 38.87 1 291 291 LIMIT w/o 1500 0.19 5-1 R End 30.00 56.88 1 362 362 LIMIT w/o 1500 0.24 Line B B-1 L End 0.12 5.00 1 242 242 LIMIT w/o 1500 0.16 B-1 R End 12.88 5.00 1 242 242 LIMIT w/o 1500 0.16 17 Page 48 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 Hold-DownandCompressionDesign(flexiblewinddesign,continued) B-2 L End 13.13 7.00 1 243 243 LIMIT w/o 1500 0.16 B-2 R End 24.38 7.00 1 243 243 LIMIT w/o 1500 0.16 Line D D-1 L End 16.88 31.50 1 980 980 LIMIT w/o 1500 0.65 D-1 R End 29.38 31.50 1 980 980 LIMIT w/o 1500 0.65 Line F F-1 L End 0.12 57.00 1 286 286 LIMIT w/o 1500 0.19 F-1 L Op 1 10.13 57.00 1 286 286 LIMIT w/o 1500 0.19 F-1 R Op 1 14.38 57.00 1 293 293 LIMIT w/o 1500 0.20 F-1 L Op 2 19.38 57.00 1 293 293 LIMIT w/o 1500 0.20 F-1 R Op 2 25.63 57.00 1 296 296 LIMIT w/o 1500 0.20 F-1 R End 29.88 57.00 1 296 296 LIMIT w/o 1500 0.20 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n–Position of studpack thathold-down isattached toorwhich isapplyingcompression force: VElem–Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView LoadCase–Resultsare forcritical loadcase: ASCE7AllHeights:Case1or2 fromFig. 27.3-8 ASCE7Low-rise:Windwardcorner(s)andCaseAorB fromFig. 28.3-1 ASCE7Minimum loads(27.1.5 / 28.3.4):"Min" TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection.Includes forces transferred fromupper levels. Shear–Overturningcomponent = Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.60;h = wallheight,beff=wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh/Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Uplift–Upliftwind load component, factored forASDby0.60 Cmb'd–SumofASD-factoredoverturning, dead and uplift forces.Mayalso include the uplift force t fromperforatedwalls fromSDPWS 4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing of end studpackonbottomplate 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: HDU5-SDS2.5forstudswith thickness >0'-3"anddepth > 0'-3.5" : Uses141/4"x2.5"SDSheavy-dutyscrews;5/8"anchorbolt. Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Mostsevereofwind load cases isusedforoverturningcalculation. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 18 Page 49 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 COLLECTORFORCES(flexiblewinddesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1 Left Opening 1 0.00 14.25 221 -253 1-1 Right Opening 1 0.00 17.25 102 -117 1-1 Left Opening 2 0.00 23.50 199 -228 1-1 Right Opening 2 0.00 28.50 1 -1 1-1 Left Opening 3 0.00 48.25 307 -352 Line 5 5-1 Right Opening 1 30.00 31.50 -901 974 Line A A-1 Left Opening 1 7.00 0.00 892 -892 Line C C-1 Left Wall End 0.50 20.00 -30 30 C-1 Right Wall End 11.00 20.00 1147-1147 Line D D-1 Left Wall End 14.50 31.50 -1527 1527 D-1 Right Wall End 23.00 31.50 737 -737 Line E E-1 Left Wall End 14.50 51.00 -622 622 E-1 Left Opening 1 17.75 51.00 -287 287 E-1 Right Opening 1 25.75 51.00 -630 630 Line F F-1 Left Opening 1 3.75 56.00 242 -242 F-1 Right Opening 1 10.75 56.00 -242 242 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1 Left Opening 1 0.00 22.00 47 -67 1-1 Right Opening 1 0.00 24.00 19 -27 1-1 Left Opening 2 0.00 27.25 18 -26 1-1 Right Opening 2 0.00 29.25 -10 14 1-1 Left Opening 3 0.00 38.50 16 -22 1-1 Right Opening 3 0.00 42.50 -40 58 Line 5 5-1 Right Opening 1 30.00 31.50 -253 315 5-1 Left Opening 2 30.00 34.75 -222 276 5-1 Right Opening 2 30.00 38.75 -300 373 Line B B-1 Left Opening 1 3.50 5.00 -115 115 B-1 Right Opening 1 9.50 5.00 115 -115 B-2 Left Opening 1 15.75 7.00 -115 115 B-2 Right Opening 1 21.75 7.00 115 -115 B-1 Left Opening 1 3.50 5.00 204 204 B-1 Right Opening 1 9.50 5.00 204 204 B-2 Left Opening 1 15.75 7.00 204 204 B-2 Right Opening 1 21.75 7.00 204 204 Line D D-1 Left Wall End 16.75 31.50 -855 855 D-1 Right Wall End 29.50 31.50 26 -26 Line F F-1 Left Opening 1 10.25 57.00 119 -119 F-1 Right Opening 1 14.25 57.00 26 -26 F-1 Left Opening 2 19.50 57.00 87 -87 F-1 Right Opening 2 25.50 57.00 -52 52 Legend: Line-Wall-Shearline and wallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical loadcase: ASCE7All heightsCase1or 2 ASCE7Low-risecorner;CaseAor B DragstrutForce-Axial force in transferelement at openings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline force(vmax from4.3.6.4.1.1 forperforatedwalls) Strap/BlockingForce–ForFTAOwalls,force transferred fromaboveandbelowopening toshearwallpier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 19 Page 50 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 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 31950 1462.8 4401 4401 13881 15586 5403 5403 5403 5403 1 32534 1451.3 2543 2543 10308 14487 5502 8403 5502 5502 All 64484 -6944 6944 - - - - - - Legend: Mass–Sumofallgeneratedand inputbuilding masseson level = wx inASCE7Eqn.12.8-12. StoryShear–TotalASD-factoredshearforce inducedat levelx fromEqn.12.8-11. ShearResistance–Lateraldesignstrengthofallshear-resistingelementsonstory, foruse inweakstoryevaluation(4.1.8). DiaphragmForce–usedbyShearwallsonly fordragstrut forces,asperException to12.10.2.1. Fpx-MinimumASD-factored force fordiaphragmdesign fromEqns.12.10-1,-2,and-3. Design = Thegreaterof thestoryshearandFpx + transfer forces fromdiscontinuousshearlines, factoredbyoverstrength(omega)asper 12.10.1.1.Omega = 2.5asper12.2-1. Design force fordragstrutsaredeterminedonashearline-by-shearline basis,andcanuseFx,Fpx,or“Design”dependingon the locationof transfer forces. RedundancyFactorp(rho): E-W1.00,N-S1.00 Automaticallycalculatedaccording toASCE712.3.4.2. VerticalEarthquakeLoadEv Ev = 0.2SdsD;Sds = 1.00;Ev = 0.200Dunfactored;0.140Dfactored; totaldead loadfactor:0.6-0.140 =0.460 tension, 1.0 + 0.140 = 1.140 compression. WeakStory(SDPWS4.1.8) The lateralresistanceVrofstory1 is less than thatofstory2. Vr1 / Vr2 = 0.930,butV1 / Vr1 = 0.479,so theweakstory ispermitted. 20 Page 51 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 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 - - 2295 - - - 242 - - 10521 - Wall1-1 1 Both - - 2295 -1.0 - 242 - - 10521 - Seg. 1 -Both 52.9 - 899 -1.0 - 242 -242 4122 0.22 Seg. 2 -Both 43.0 - 140 -.81 - 197 -197 640 0.22 Seg. 3 -Both 52.9 - 489 -1.0 - 242 -242 2243 0.22 Seg. 4 -Both 52.9 - 767 -1.0 - 242 -242 3516 0.22 Level 1 Ln1,Lev1 -Both - - 3669 - - - 242 - - 9759 - Wall1-1 1 Both - - 3669 -1.0 - 242 - - 9759 - Seg. 1 -Both 91.2 - 1299 -1.0 - 242 -242 3455 0.38 Seg. 2 -Both 91.2 - 570 -1.0 - 242 -242 1515 0.38 Seg. 3 -Both 91.2 - 1800 -1.0 - 242 -242 4789 0.38 Seg. 4 -Both 0.0 - 0 -1.0 - 242 -242 - - Line 5 Level 2 Ln5,Lev2 -Both - - 2105 - - - 242 - - 5065 - Wall5-1 1 Both - - 2105 -1.0 - 242 - - 5065 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 81.9 - 266 -.81 - 197 -197 640 0.42 Seg. 3 -Both 100.8 - 1839 -1.0 - 242 -242 4425 0.42 Level 1 Ln5,Lev1 -Both - - 3275 - - - 242 - - 4728 - Wall5-1 1 Both - - 3275 -1.0 - 242 - - 4728 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 168.0 - 3275 -1.0 - 242 -242 4728 0.69 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 1 LnA,Lev1 -Both - - 1304 - - - 242 - - 1697 - WallA-1 1 Both - - 1304 -1.0 - 242 - - 1697 - Seg. 1 -Both 186.3 - 1304 -1.0 - 242 -242 1697 0.77 Seg. 2 -Both 0.0 - 0 -1.0 - 242 -242 - - Line B Level 2 LnB,Lev2 -Both - - 1160 - - - 242 - - 5940 - WallB-1 1 Both - - 616 -1.0 - 242 - - 3152 - Seg. 1 -Both 87.9 -4.8 308 -1.0 - 242 -242 849 0.36 Open. 1 -Both -108.2 649 - - - 242 -242 1455 0.45 Seg. 2 -Both 87.9 -4.8 308 -1.0 - 242 -242 849 0.36 WallB-2 1 Both - - 545 -1.0 - 242 - - 2788 - Seg. 1 -Both 99.0 -19.1 272 -1.0 - 242 -242 667 0.41 Open. 1 -Both -108.2 649 - - - 242 -242 1455 0.45 Seg. 2 -Both 99.0 -19.1 272 -1.0 - 242 -242 667 0.41 Line C Level 1 LnC,Lev1 -Both - - 972 - - - 242 - - 2546 - WallC-1 1 Both 92.5 - 972 -1.0 - 242 -242 2546 0.38 Line D Level 2 LnD,Lev2 -Both - - 2026 - - - 242 - - 3091 - WallD-1 1 Both 158.9 - 2026 -1.0 - 242 -242 3091 0.66 Level 1 LnD,Lev1 -Both - - 2710 - - - 354 - - 3007 - WallD-1 2^Both 318.8 - 2710 -1.0 - 354 -354 3007 0.90 Line E LnE,Lev1 -Both - - 526 - - - 242 - - 1542 - WallE-1 1 Both - - 526 -1.0 - 242 - - 1542 - Seg. 1 -Both 59.7 - 194 -.72 - 175 -175 569 0.34 Seg. 2 -Both 78.1 - 332 -.94 - 229 -229 973 0.34 Line F Level 2 LnF,Lev2 -Both - - 1215 - - - 242 - - 4849 - WallF-1 1 Both - - 1215 -1.0 - 242 - - 4849 - Seg. 1 -Both 60.7 - 623 -1.0 - 242 -242 2485 0.25 Seg. 2 -Both 60.7 - 319 - 1.0 - 242 - 242 1273 0.25 21 Page 52 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 SHEARRESULTS(flexibleseismicdesign,continued) Seg. 3 -Both 60.7 - 273 - 1.0 - 242 - 242 1091 0.25 Level 1 LnF,Lev1 -Both - - 1433 - - - 242 - - 1515 - WallF-1 1^Both - - 1433 -1.0 - 242 - - 1515 - Seg. 1 -Both 191.1 - 717 -.83 - 202 -202 758 0.95 Seg. 2 -Both 191.1 - 717 -.83 - 202 -202 758 0.95 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 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 forperforatedwallsissum bi / FHS from4.3.5.6with bi defined in 4.3.3.4.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 factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."W" indicates that thewind designcriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 22 Page 53 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 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 0.12 835 835 LIMIT w/o 1500 0.56 V Elem 0.00 5.13 430 430 Refer to upper level 1-1 L Op 1 0.00 14.13 835 835 LIMIT w/o 1500 0.56 1-1 R Op 1 0.00 17.38 855 855 LIMIT w/o 1500 0.57 V Elem 0.00 21.88 430 430 Refer to upper level 1-1 L Op 2 0.00 23.38 631 631 LIMIT w/o 1500 0.42 1-1 R Op 2 0.00 28.63 607 607 LIMIT w/o 1500 0.40 V Elem 0.00 29.38 435 435 Refer to upper level V Elem 0.00 38.38 435 435 Refer to upper level V Elem 0.00 42.62 431 431 Refer to upper level 1-1 L Op 3 0.00 48.13 831 831 LIMIT w/o 1500 0.55 V Elem 0.00 56.88 431 431 Refer to upper level Line 5 5-1 R Op 1 30.00 31.63 2241 2241 STHD14 (8" S 3815 0.59 V Elem 30.00 34.63 710 710 Refer to upper level V Elem 30.00 38.87 817 817 Refer to upper level 5-1 R End 30.00 50.88 1531 1531 STHD14 (8" S 3815 0.40 V Elem 30.00 56.88 817 817 Refer to upper level Line A A-1 L End 0.12 0.00 1739 1739 N/A 30000 0.06 A-1 L Op 1 6.88 0.00 1739 1739 N/A 30000 0.06 Line B V Elem 0.12 5.00 386 386 Refer to upper level V Elem 12.88 5.00 386 386 Refer to upper level V Elem 13.13 7.00 387 387 Refer to upper level V Elem 24.38 9.00 387 387 Refer to upper level Line C C-1 L End 0.63 20.00 853 853 STHD14 (8" S 3815 0.22 C-1 R End 10.88 20.00 853 853 STHD14 (8" S 3815 0.22 Line D D-1 L End 14.63 31.50 2956 2956 HDU5-SDS 4340 0.68 V Elem 16.88 31.50 1297 1297 Refer to upper level D-1 R End 22.88 31.50 2956 2956 HDU5-SDS 4340 0.68 V Elem 29.38 31.50 1297 1297 Refer to upper level Line E E-1 L End 14.63 51.00 582 582 LIMIT w/o 1500 0.39 E-1 L Op 1 17.63 51.00 582 582 LIMIT w/o 1500 0.39 E-1 R Op 1 25.88 51.00 746 746 STHD14 (8" S 3815 0.20 E-1 R End 29.88 51.00 746 746 STHD14 (8" S 3815 0.20 Line F F-1 L End 0.12 56.00 2341 2341 STHD14 (8" S 3815 0.61 F-1 L Op 1 3.63 56.00 1843 1843 STHD14 (8" S 3815 0.48 V Elem 10.13 56.00 498 498 Refer to upper level F-1 R Op 1 10.88 56.00 1843 1843 STHD14 (8" S 3815 0.48 F-1 R End 14.38 56.00 1843 1843 STHD14 (8" S 3815 0.48 V Elem 19.38 57.00 510 510 Refer to upper level V Elem 25.63 57.00 515 515 Refer to upper level V Elem 29.88 57.00 515 515 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 5.13 430 430 LIMIT w/o 1500 0.29 1-1 L Op 1 0.00 21.88 430 430 LIMIT w/o 1500 0.29 1-1 R Op 1 0.00 24.13 373 373 LIMIT w/o 1500 0.25 1-1 L Op 2 0.00 27.13 373 373 LIMIT w/o 1500 0.25 1-1 R Op 2 0.00 29.38 435 435 LIMIT w/o 1500 0.29 1-1 L Op 3 0.00 38.38 435 435 LIMIT w/o 1500 0.29 1-1 R Op 3 0.00 42.62 431 431 LIMIT w/o 1500 0.29 1-1 R End 0.00 56.88 431 431 LIMIT w/o 1500 0.29 Line 5 5-1 R Op 1 30.00 31.63 710 710 LIMIT w/o 1500 0.47 5-1 L Op 2 30.00 34.63 710 710 LIMIT w/o 1500 0.47 5-1 R Op 2 30.00 38.87 817 817 LIMIT w/o 1500 0.54 5-1 R End 30.00 56.88 817 817 LIMIT w/o 1500 0.54 Line B B-1 L End 0.12 5.00 386 386 LIMIT w/o 1500 0.26 B-1 R End 12.88 5.00 386 386 LIMIT w/o 1500 0.26 23 Page 54 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) B-2 L End 13.13 7.00 387 387 LIMIT w/o 1500 0.26 B-2 R End 24.38 7.00 387 387 LIMIT w/o 1500 0.26 Line D D-1 L End 16.88 31.50 1297 1297 LIMIT w/o 1500 0.86 D-1 R End 29.38 31.50 1297 1297 LIMIT w/o 1500 0.86 Line F F-1 L End 0.12 57.00 498 498 LIMIT w/o 1500 0.33 F-1 L Op 1 10.13 57.00 498 498 LIMIT w/o 1500 0.33 F-1 R Op 1 14.38 57.00 510 510 LIMIT w/o 1500 0.34 F-1 L Op 2 19.38 57.00 510 510 LIMIT w/o 1500 0.34 F-1 R Op 2 25.63 57.00 515 515 LIMIT w/o 1500 0.34 F-1 R End 29.88 57.00 515 515 LIMIT w/o 1500 0.34 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n–Position of studpack thathold-down isattached to: VElem–Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection.Includes forces transferred fromupper levels. Shear–Overturningcomponent =Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.70;h = wallheight , beff=wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh/Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Ev–Verticalseismic loadeffect fromASCE712.4.2.2 = -0.2SdsxASD factorxunfactoredD = 0.233SDSx factoredD.Refer toSeismic Information table formoredetails. Cmb'd–SumofASD-factoredoverturning, dead and verticalseismic forces.Mayalso include the uplift force t fromperforatedwalls from SDPWS4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing of end studpackonbottomplate 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: HDU5-SDS2.5forstudswith thickness >0'-3"anddepth > 0'-3.5" : Uses141/4"x2.5"SDSheavy-dutyscrews;5/8"anchorbolt. 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 theShearResultstableforperforatedfactorCo. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 24 Page 55 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 6584 6584 1-1 Left Opening 1 0.00 14.25 656 -656 1-1 Right Opening 1 0.00 17.25 303 -303 1-1 Left Opening 2 0.00 23.50 590 -590 1-1 Right Opening 2 0.00 28.50 3 -3 1-1 Left Opening 3 0.00 48.25 911 -911 Line 5 Shearline force 5795 5795 5-1 Right Opening 1 30.00 31.50 -2318 2318 Line A Shearline force 3114 3114 A-1 Left Opening 1 7.00 0.00 1967-1967 Line C Shearline force 2199 2199 C-1 Left Wall End 0.50 20.00 -37 37 C-1 Right Wall End 11.00 20.00 1393-1393 Line D Shearline force 3506 3506 D-1 Left Wall End 14.50 31.50 -1694 1694 D-1 Right Wall End 23.00 31.50 818 -818 Line E Shearline force 1137 1137 E-1 Left Wall End 14.50 51.00 -550 550 E-1 Left Opening 1 17.75 51.00 -253 253 E-1 Right Opening 1 25.75 51.00 -557 557 Line F Shearline force 1687 1687 F-1 Left Opening 1 3.75 56.00 407 -407 F-1 Right Opening 1 10.75 56.00 -407 407 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 2818 2818 1-1 Left Opening 1 0.00 22.00 183 -183 1-1 Right Opening 1 0.00 24.00 74 -74 1-1 Left Opening 2 0.00 27.25 70 -70 1-1 Right Opening 2 0.00 29.25 -39 39 1-1 Left Opening 3 0.00 38.50 61 -61 1-1 Right Opening 3 0.00 42.50 -156 156 Line 5 Shearline force 2585 2585 5-1 Right Opening 1 30.00 31.50 -873 873 5-1 Left Opening 2 30.00 34.75 -764 764 5-1 Right Opening 2 30.00 38.75 -1033 1033 Line B Shearline force 1424 1424 B-1 Left Opening 1 3.50 5.00 -224 224 B-1 Right Opening 1 9.50 5.00 224 -224 B-2 Left Opening 1 15.75 7.00 -224 224 B-2 Right Opening 1 21.75 7.00 224 -224 B-1 Left Opening 1 3.50 5.00 325 325 B-1 Right Opening 1 9.50 5.00 325 325 B-2 Left Opening 1 15.75 7.00 325 325 B-2 Right Opening 1 21.75 7.00 325 325 Line D Shearline force 2487 2487 D-1 Left Wall End 16.75 31.50 -1389 1389 D-1 Right Wall End 29.50 31.50 41 -41 Line F Shearline force 1492 1492 F-1 Left Opening 1 10.25 57.00 255 -255 F-1 Right Opening 1 14.25 57.00 56 -56 F-1 Left Opening 2 19.50 57.00 186 -186 F-1 Right Opening 2 25.50 57.00 -112 112 Legend: 25 Page 56 of 78 WoodWorks®Shearwalls L2M-2382-SHEAR(B)-r1.wswu Apr. 30, 2025 10:31:43 Line-Wall-Shearline and wallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView DragstrutForce-Axial force in transferelement at openings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline forceshown.ForSDCC-F, it is thegreaterof thedesignshearline forceand thediaphragm forceFpx,added toshearline force fromstoryaboveand to forces transferred fromdiscontinuousshearlines factoredbyoverstrength(omega)asper12.10.1.1. Refer toSeismic Information table fordiaphragm forcesandomega factor. ForSDCD-F, if horizontal torsional irregularities2,3,or4are input,orvertical irregularity4detectedor input,25% increase from12.3.3.4applied. Forperforatedwalls, this force isconverted tovmaxusing 4.3.6.4.1.1. Strap/BlockingForce–ForFTAOwalls,force transferred fromaboveandbelowopening toshearwallpier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 26 Page 57 of 78 R1 Nov.13,202410:26 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(21.25') psf Load2 Snow Full Area 25.00(21.25') psf Self-weight Dead Full UDL 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.203' 6.101'0' Unfactored: Dead 1012 1012 Snow 1648 1648 Factored: Total 2660 2660 Bearing: Capacity Beam 2660 2660 Support 2945 2945 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 1.22 1.22 Min req'd 1.22 1.22 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 R1 Lumber-soft, D.Fir-L, No.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.19';Clearspan:6.0';Volume = 1.4cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 89 Fv' = 207 psi fv/Fv' = 0.43 Bending(+) fb = 960 Fb' = 1227 psi fb/Fb' = 0.78 Live Defl'n 0.04 = < L/999 0.20 = L/360 in 0.22 Total Defl'n 0.09 = L/849 0.31 = L/240 in 0.28 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.988 1.200 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 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 = 2617, V design = 1912 (NDS 3.4.3.1(a)) lbs; M(+) = 3991 lbs-ft EI = 369.34e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 6.13' Le = 12.25' RB = 10.5 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 58 of 78 R2 Nov.13,202410:28 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(5.25') psf Load2 Snow Full Area 25.00(5.25') psf Self-weight Dead Full UDL 12.4 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 12.583' 12.542'0' Unfactored: Dead 573 573 Snow 826 826 Factored: Total 1399 1399 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.81 0.81 Support 0.76 0.76 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 R2 Timber-soft, D.Fir-L, No.2,6x10(5-1/2"x9-1/2") Supports:All-Timber-softBeam, D.Fir-L No.2 Totallength:12.56'; Clear span:12.5';Volume=4.6 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 = 35 Fv' = 195 psi fv/Fv' = 0.18 Bending(+) fb = 634 Fb' = 1006 psi fb/Fb' = 0.63 Live Defl'n 0.14 = < L/999 0.42 = L/360 in 0.34 Total Defl'n 0.29 = L/515 0.63 = L/240 in 0.47 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 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 = 1395, V design = 1214 (NDS 3.4.3.1(a)) lbs; M(+) = 4373 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 59 of 78 R3 Nov.13,202410:28 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.04 5.46 15.00(4.00') psf Load2 Snow Partial Area 0.04 5.46 25.00(4.00') psf Load3 Dead Partial Area 5.46 12.54 15.00(4.75') psf Load4 Snow Partial Area 5.46 12.54 25.00(4.75') psf Load5 Dead Point 5.46 171 lbs Load6 Snow Point 5.46 254 lbs Self-weight Dead Full UDL 12.4 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 12.583' 12.542'0' Unfactored: Dead 572 584 Snow 807 830 Factored: Total 1379 1414 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.80 0.82 Support 0.75 0.77 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports R3 Timber-soft, D.Fir-L, No.2,6x10(5-1/2"x9-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:12.56';Clearspan:12.5';Volume = 4.6cu.ft.;Beamorstringer Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 36 Fv' = 195 psi fv/Fv' = 0.18 Bending(+) fb = 721 Fb' = 1006 psi fb/Fb' = 0.72 Live Defl'n 0.16 = L/966 0.42 = L/360 in 0.37 Total Defl'n 0.32 = L/470 0.63 = L/240 in 0.51 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 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 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 = 1414, V design = 1255 (NDS 3.4.3.1(a)) lbs; M(+) = 4968 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" 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 60 of 78 SF1 Nov.13,202410:32 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(3.60') psf Load3 Live Full Area 40.00(3.60') psf Load4 Dead Full Area 15.00(2.00') psf Load5 Snow Full Area 25.00(2.00') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 7.042' 7'0' Unfactored: Dead 560 560 Live 507 507 Snow 176 176 Factored: Total 1073 1073 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0.98 0.98 Support 0.89 0.89 Load comb #3 #3 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports SF1 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:7.06';Clearspan:6.938';Volume = 1.2cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 52 Fv' = 180 psi fv/Fv' = 0.29 Bending(+) fb = 727 Fb' = 1159 psi fb/Fb' = 0.63 Live Defl'n 0.04 = < L/999 0.23 = L/360 in 0.19 Total Defl'n 0.12 = L/719 0.35 = L/240 in 0.33 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 0.991 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 – LC #3 = D + 0.75(L + S) Support 2 – LC #3 = D + 0.75(L + S) 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 = 1061, V design = 872 (NDS 3.4.3.1(a)) lbs; M(+) = 1857 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 = 7.00' Le = 13.25' RB = 9.7 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 61 of 78 SF2 Nov.13,202410:33 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(2.00') psf Load2 Live Full Area Yes 40.00(2.00') psf Load3 Dead Point No 5.84 2653 lbs Load4 Snow Point Yes 5.84 4193 lbs Self-weight Dead Full UDL No 18.2 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.84' 4.67'5.82'0' Unfactored: Dead -560 3459 Live 188 290 Snow -1032 5225 Factored: Uplift -1592 Total 8684 Bearing: Capacity Beam 1312 10396 Support 1211 8684 Des ratio Beam 0.03 0.84 Support 0.03 1.00 Load comb #1 #4 Length 0.50* 3.59 Min req'd 0.50* 3.59** Cb 1.00 1.10 Cb min 1.00 1.10 Cb support 1.11 1.11 Fcp sup 625 625 *Minimumbearing lengthsettingused:1/2"forendsupports **Minimumbearing lengthgovernedby therequiredwidthof thesupportingmember. SF2 LVL n-ply,1.8E,2600Fb,1-3/4"x18",2-ply(3-1/2"x18") Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:5.81';Clearspan:4.5',1.0';Volume = 2.6cu.ft. Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 163 Fv' = 328 psi fv/Fv' = 0.50 Bending(-) fb = 501 Fb' = 1734 psi fb/Fb' = 0.29 Deflection: Interior Live -0.00 = < L/999 0.16 = L/360 in 0.03 Total -0.01 = < L/999 0.23 = L/240 in 0.03 Cantil. Live 0.02 = L/792 0.08 = L/180 in 0.23 Total 0.03 = L/406 0.11 = L/120 in 0.29 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 285 1.15 - 1.00 - - - - 1.00 - 4 Fb'- 2600 1.15 - 1.00 0.580 0.946 - 1.00 1.00 - 4 Fcp' 750 - - 1.00 - - - - 1.00 - - E' 1.9 million - 1.00 - - - - 1.00 - 4 Eminy' 0.95 million - 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 #1 = D only Support 2 – LC #4 = D + S Uplift : Support 1 – LC #4 = D + S Load Types: D=dead L=live S=snow Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 6894, V design = 6860 (NDS 3.4.3.1(a)) lbs; M(-) = 7888 lbs-ft EI = 1607.42e06 lb-in^2/ply GA = 7.44e06 lb "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(-): Lu = 4.69' Le = 8.75' RB = 24.8; b = single ply width Design Notes: 1.Analysisanddesignare inaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflection limitsareappropriateforyourapplication. 3.BUILT-UPBEAMS: it isassumed thateachply isasinglecontinuousmember(that is,nobutt jointsarepresent)and thateachply isequally top-loaded.Wherebeamsareside-loaded,specialfasteningdetailsmayberequired. 4.SCL:Structuralcomposite lumberdesign hasassumed:-dryserviceconditions-nopreservativeorfire-retardant treatment-nonotches 5.BUILT-UPSCL:Contactmanufacturerforconnectiondetailswhenside-loadedorwhen loadsarenotappliedequally toall plies. 6.SCL:Sheardeflection iscalculatedusing truemodulusofelasticityEandshearmodulusG = E/16. Page 62 of 78 SF3 Nov.13,202410:33 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(3.60') psf Load3 Live Full Area 40.00(3.60') psf Load4 Dead Partial Area 0.34 1.34 15.00(2.00') psf Load5 Snow Partial Area 0.34 1.34 25.00(2.00') psf Load6 Dead Partial Area 1.34 5.34 15.00(20.25') psf Load7 Snow Partial Area 1.34 5.34 25.00(20.25') psf Load8 Dead Partial Area 11.34 15.34 15.00(22.25') psf Load9 Snow Partial Area 11.34 15.34 25.00(22.25') psf Load10 Dead Point 1.34 3459 lbs Load11 Live Point 1.34 290 lbs Load12 Snow Point 1.34 5225 lbs Load13 Dead Point 5.34 1012 lbs Load14 Snow Point 5.34 1648 lbs Load15 Dead Point 11.34 1012 lbs Load16 Snow Point 11.34 1648 lbs Self-weight Dead Full UDL 19.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 15.538' 15.269'0' Unfactored: Dead 6416 3852 Live 1392 1136 Snow 8314 4507 Factored: Total 14730 8359 Bearing: Capacity Beam 14730 8359 Support 15129 8585 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #4 #4 Length 4.12 2.34 Min req'd 4.12 2.34 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF3 Glulam-Unbalan.,WestSpecies,24F-V4DF,5-1/2"x15" Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:15.56';Clearspan:15';Volume = 8.9cu.ft.;10 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* = 229 Fv' = 305 psi fv*/Fv' = 0.75 Bending(+) fb = 1896 Fb' = 2654 psi fb/Fb' = 0.71 Live Defl'n 0.27 = L/680 0.51 = L/360 in 0.53 Total Defl'n 0.61 = L/298 0.76 = L/240 in 0.80 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 2400 1.15 1.00 1.00 0.962 1.000 - - 1.00 1.00 - 4 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 4 Eminy' 0.85 million 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 = 14709, V design* = 12589 (NDS 3.4.3.1(a)) lbs; M(+) = 32590 lbs-ft EI = 2784.33e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 15.25' Le = 28.63' RB = 13.1 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 63 of 78 SF4 Nov.13,202410:45 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(12.25') psf Load2 Live Full Area 40.00(12.25') psf Self-weight Dead Full UDL 19.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 13.794' 13.689'0' Unfactored: Dead 1144 1144 Live 3380 3380 Factored: Total 4524 4524 Bearing: Capacity Beam 4524 4524 Support 4646 4646 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.27 1.27 Min req'd 1.27 1.27 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF4 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x15" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:13.81';Clearspan:13.563';Volume = 7.9cu.ft.;10laminations,5-1/2"maximumwidth, Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 66 Fv' = 265 psi fv/Fv' = 0.25 Bending(+) fb = 894 Fb' = 2400 psi fb/Fb' = 0.37 Live Defl'n 0.14 = < L/999 0.46 = L/360 in 0.30 Total Defl'n 0.21 = L/783 0.68 = L/240 in 0.31 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 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 = 4490, V design = 3635 (NDS 3.4.3.1(a)) lbs; M(+) = 15365 lbs-ft EI = 2784.33e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 64 of 78 SF5 Nov.13,202410:46 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(1.00') psf Load3 Live Full Area 40.00(1.00') psf Load4 Dead Full Area 15.00(9.25') psf Load5 Snow Full Area 25.00(9.25') psf Load6 Dead Point 2.71 1144 lbs Load7 Live Point 2.71 3380 lbs Self-weight Dead Full UDL 7.3 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.236' 6.118'0' Unfactored: Dead 1392 1236 Live 2043 1587 Snow 722 720 Factored: Total 3465 2966 Bearing: Capacity Beam 3465 2966 Support 3689 3157 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #3 #3 Length 1.52 1.30 Min req'd 1.52 1.30 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"x9" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.25';Clearspan:6';Volume = 1.4cu.ft.;6laminations,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 = 152 Fv' = 265 psi fv/Fv' = 0.57 Bending(+) fb = 2050 Fb' = 2361 psi fb/Fb' = 0.87 Live Defl'n 0.07 = L/989 0.20 = L/360 in 0.36 Total Defl'n 0.14 = L/525 0.31 = L/240 in 0.46 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 0.984 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 #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 = 3417, V design = 3191 (NDS 3.4.3.1(a)) lbs; M(+) = 8071 lbs-ft EI = 382.72e06 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 = 12.25' RB = 10.4 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 65 of 78 SF6 Nov.13,202410:46 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(12.25') psf Load2 Live Full Area 40.00(12.25') psf Self-weight Dead Full UDL 12.4 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 8.128' 8.064'0' Unfactored: Dead 647 647 Live 1991 1991 Factored: Total 2639 2639 Bearing: Capacity Beam 2639 2639 Support 2819 2819 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 0.77 0.77 Min req'd 0.77 0.77 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=2.9 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 = 60 Fv' = 170 psi fv/Fv' = 0.35 Bending(+) fb = 766 Fb' = 875 psi fb/Fb' = 0.88 Live Defl'n 0.09 = < L/999 0.27 = L/360 in 0.34 Total Defl'n 0.14 = L/712 0.40 = L/240 in 0.34 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 = 2618, V design = 2084 (NDS 3.4.3.1(a)) lbs; M(+) = 5279 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 66 of 78 SF7 Nov.13,202410:47 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.07 2.24 12.00(15.00') psf Load2 Live Partial Area 0.07 2.24 40.00(15.00') psf Load3 Dead Partial Area 2.24 3.74 12.00(9.50') psf Load4 Live Partial Area 2.24 3.74 40.00(9.50') psf Load5 Dead Point 2.24 374 lbs Load6 Live Point 2.24 1100 lbs Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 3.82' 3.745'0' Unfactored: Dead 474 484 Live 1483 1489 Factored: Total 1958 1973 Bearing: Capacity Beam 1958 1973 Support 2167 2184 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.89 0.90 Min req'd 0.89 0.90 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:3.81';Clearspan:3.688';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 = 98 Fv' = 180 psi fv/Fv' = 0.54 Bending(+) fb = 967 Fb' = 1164 psi fb/Fb' = 0.83 Live Defl'n 0.02 = < L/999 0.12 = L/360 in 0.19 Total Defl'n 0.04 = < L/999 0.19 = L/240 in 0.19 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 0.995 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 = 1973, V design = 1655 (NDS 3.4.3.1(a)) lbs; M(+) = 2470 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 = 3.75' Le = 7.69' RB = 7.4 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 67 of 78 SF8 Nov.13,202410:51 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial UDL 12.85 18.18 80.0 80.0 plf Load2 Dead Partial Area 0.10 12.85 12.00(7.75') psf Load3 Live Partial Area 0.10 12.85 40.00(7.75') psf Load4 Dead Partial Area 12.85 18.18 12.00(9.00') psf Load5 Live Partial Area 12.85 18.18 40.00(9.00') psf Load6 Dead Partial Area 12.85 18.18 15.00(2.00') psf Load7 Snow Partial Area 12.85 18.18 25.00(2.00') psf Load8 Dead Partial Area 12.85 18.18 15.00(3.50') psf Load9 Snow Partial Area 12.85 18.18 25.00(3.50') psf Load10 Dead Point 12.85 844 lbs Load11 Live Point 12.85 457 lbs Load12 Snow Point 12.85 410 lbs Self-weight Dead Full UDL 17.1 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 18.316' 18.198'0' Unfactored: Dead 1389 2393 Live 2980 3348 Snow 232 911 Factored: Total 4370 5741 Bearing: Capacity Beam 4370 5741 Support 4488 5897 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.22 1.61 Min req'd 1.22 1.61 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF8 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x13-1/2" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:18.31';Clearspan:18.063';Volume = 9.4cu.ft.;9laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 101 Fv' = 265 psi fv/Fv' = 0.38 Bending(+) fb = 1648 Fb' = 2320 psi fb/Fb' = 0.71 Live Defl'n 0.43 = L/511 0.61 = L/360 in 0.70 Total Defl'n 0.80 = L/273 0.91 = L/240 in 0.88 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 0.967 0.995 - - 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 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 #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 5741, V design = 5021 (NDS 3.4.3.1(a)) lbs; M(+) = 22939 lbs-ft EI = 2029.78e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 18.19' Le = 33.50' RB = 13.4 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 68 of 78 SF9 Nov.13,202410:54 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.04 11.46 15.00(4.50') psf Load2 Snow Partial Area 0.04 11.46 25.00(4.50') psf Load3 Dead Partial Area 11.46 16.04 15.00(5.50') psf Load4 Snow Partial Area 11.46 16.04 25.00(5.50') psf Load5 Dead Point 11.46 556 lbs Load6 Live Point 11.46 244 lbs Load7 Snow Point 11.46 294 lbs Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 16.101' 16.05'0' Unfactored: Dead 830 1116 Live 70 174 Snow 1001 1207 Factored: Total 1831 2322 Bearing: Capacity Beam 1831 2322 Support 1956 2481 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #4 #4 Length 0.53 0.68 Min req'd 0.53 0.68 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF9 Timber-soft, D.Fir-L, No.2,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:16.13';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 = 50 Fv' = 195 psi fv/Fv' = 0.25 Bending(+) fb = 855 Fb' = 991 psi fb/Fb' = 0.86 Live Defl'n 0.23 = L/837 0.54 = L/360 in 0.43 Total Defl'n 0.55 = L/352 0.80 = L/240 in 0.68 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 4 Fb'+ 875 1.15 1.00 1.00 0.985 1.000 - 1.00 1.00 1.00 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.47 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 = 2322, V design = 2098 (NDS 3.4.3.1(a)) lbs; M(+) = 8636 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 = 29.56' 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 69 of 78 SF10 Nov.13,202410:54 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(3.60') psf Load3 Live Full Area 40.00(3.60') psf Load4 Dead Full Area 15.00(5.00') psf Load5 Snow Full Area 25.00(5.00') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 7.055' 7'0' Unfactored: Dead 720 720 Live 508 508 Snow 441 441 Factored: Total 1432 1432 Bearing: Capacity Beam 1432 1432 Support 1585 1585 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #3 #3 Length 0.65 0.65 Min req'd 0.65 0.65 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF10 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:7.06';Clearspan:6.938';Volume = 1.2cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 69 Fv' = 207 psi fv/Fv' = 0.33 Bending(+) fb = 973 Fb' = 1331 psi fb/Fb' = 0.73 Live Defl'n 0.06 = < L/999 0.23 = L/360 in 0.26 Total Defl'n 0.15 = L/544 0.35 = L/240 in 0.44 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 0.989 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 = 1421, V design = 1165 (NDS 3.4.3.1(a)) lbs; M(+) = 2487 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 = 7.00' Le = 13.25' RB = 9.7 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 70 of 78 SF11 Nov.13,202410:55 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(3.60') psf Load3 Live Full Area 40.00(3.60') psf Load4 Dead Partial Area 0.07 5.07 15.00(5.00') psf Load5 Snow Partial Area 0.07 5.07 25.00(5.00') psf Load6 Dead Partial Area 11.07 15.07 15.00(5.00') psf Load7 Snow Partial Area 11.07 15.07 25.00(5.00') psf Load8 Dead Point 5.07 246 lbs Load9 Snow Point 5.07 380 lbs Load10 Dead Point 11.07 246 lbs Load11 Snow Point 11.07 380 lbs Self-weight Dead Full UDL 13.3 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 15.146' 15.073'0' Unfactored: Dead 1615 1618 Live 1091 1091 Snow 942 943 Factored: Total 3140 3143 Bearing: Capacity Beam 3140 3143 Support 3225 3228 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #3 #3 Length 0.88 0.88 Min req'd 0.88 0.88 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF11 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x10-1/2" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:15.13';Clearspan:15';Volume = 6.1cu.ft.;7laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 72 Fv' = 305 psi fv/Fv' = 0.24 Bending(+) fb = 1171 Fb' = 2357 psi fb/Fb' = 0.50 Live Defl'n 0.24 = L/765 0.50 = L/360 in 0.47 Total Defl'n 0.62 = L/293 0.75 = L/240 in 0.82 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 0.982 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 = 3135, V design = 2764 (NDS 3.4.3.1(a)) lbs; M(+) = 9866 lbs-ft EI = 955.03e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 15.06' Le = 27.75' RB = 10.7 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 71 of 78 SF12 Nov.13,202410:59 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(1.00') psf Load3 Live Full Area 40.00(1.00') psf Load6 Dead Point 2.76 1144 lbs Load7 Live Point 2.76 3380 lbs Load8 Dead Partial Area 0.18 3.01 15.00(17.00') psf Load9 Snow Partial Area 0.18 3.01 25.00(17.00') psf Load10 Dead Partial Area 3.01 6.18 15.00(4.00') psf Load11 Snow Partial Area 3.01 6.18 25.00(4.00') psf Load12 Dead Point 3.01 981 lbs Load13 Snow Point 3.01 1460 lbs Self-weight Dead Full UDL 8.5 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.316' 6.158'0' Unfactored: Dead 2077 1593 Live 2039 1593 Snow 1762 1219 Factored: Total 4929 3703 Bearing: Capacity Beam 4929 3703 Support 5247 3942 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #3 #3 Length 2.17 1.63 Min req'd 2.17 1.63 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF12 Glulam-Unbalan.,WestSpecies,24F-V4DF,3-1/2"x10-1/2" Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:6.31';Clearspan:6';Volume = 1.6cu.ft.;7 laminations,3-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 154 Fv' = 265 psi fv/Fv' = 0.58 Bending(+) fb = 1795 Fb' = 2350 psi fb/Fb' = 0.76 Live Defl'n 0.06 = < L/999 0.21 = L/360 in 0.30 Total Defl'n 0.12 = L/594 0.31 = L/240 in 0.40 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 0.979 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 – LC #3 = D + 0.75(L + S) Support 2 – LC #3 = D + 0.75(L + S) Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 4105, V design = 3761 (NDS 3.4.3.1(a)) lbs; M(+) = 9622 lbs-ft EI = 607.74e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 6.19' Le = 12.69' RB = 11.4 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 72 of 78 SF13 Nov.13,202411:01 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial UDL 12.85 18.18 80.0 80.0 plf Load2 Dead Partial Area 0.10 12.85 12.00(7.75') psf Load3 Live Partial Area 0.10 12.85 40.00(7.75') psf Load4 Dead Partial Area 12.85 18.18 12.00(9.00') psf Load5 Live Partial Area 12.85 18.18 40.00(9.00') psf Load8 Dead Partial Area 12.85 18.18 15.00(3.50') psf Load9 Snow Partial Area 12.85 18.18 25.00(3.50') psf Load10 Dead Partial Area 12.85 15.60 15.00(5.00') psf Load11 Snow Partial Area 12.85 15.60 25.00(5.00') psf Load12 Dead Point 12.85 1020 lbs Load13 Live Point 12.85 458 lbs Load14 Snow Point 12.85 750 lbs Load15 Dead Point 15.60 246 lbs Load16 Snow Point 15.60 380 lbs Self-weight Dead Full UDL 17.1 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 18.334' 18.207'0' Unfactored: Dead 1500 2751 Live 2982 3347 Snow 424 1516 Factored: Total 4482 6399 Bearing: Capacity Beam 4482 6399 Support 4603 6572 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #3 Length 1.25 1.79 Min req'd 1.25 1.79 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF13 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x13-1/2" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:18.31';Clearspan:18.063';Volume = 9.5cu.ft.;9laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 109 Fv' = 265 psi fv/Fv' = 0.41 Bending(+) fb = 1733 Fb' = 2320 psi fb/Fb' = 0.75 Live Defl'n 0.43 = L/510 0.61 = L/360 in 0.71 Total Defl'n 0.85 = L/257 0.91 = L/240 in 0.93 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 0.967 0.995 - - 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 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 #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L 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 = 6099, V design = 5411 (NDS 3.4.3.1(a)) lbs; M(+) = 24130 lbs-ft EI = 2029.78e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 18.19' Le = 33.50' RB = 13.4 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 73 of 78 SF14 Nov.13,202411:19 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.05 11.47 15.00(4.50') psf Load2 Snow Partial Area 0.05 11.47 25.00(4.50') psf Load3 Dead Partial Area 11.47 16.05 15.00(5.50') psf Load4 Snow Partial Area 11.47 16.05 25.00(5.50') psf Load5 Dead Point 11.46 812 lbs Load6 Live Point 11.46 284 lbs Load7 Snow Point 11.46 623 lbs Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 16.115' 16.057'0' Unfactored: Dead 905 1297 Live 82 202 Snow 1096 1441 Factored: Total 2001 2738 Bearing: Capacity Beam 2001 2738 Support 2137 2925 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #4 #4 Length 0.58 0.80 Min req'd 0.58 0.80 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF14 Timber-soft, D.Fir-L, No.1,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:16.13';Clearspan:16.0';Volume = 7.1cu.ft.;Beamorstringer Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 60 Fv' = 195 psi fv/Fv' = 0.30 Bending(+) fb = 1020 Fb' = 1552 psi fb/Fb' = 0.66 Live Defl'n 0.22 = L/871 0.54 = L/360 in 0.41 Total Defl'n 0.52 = L/371 0.80 = L/240 in 0.65 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 4 Fb'+ 1350 1.15 1.00 1.00 1.000 1.000 - 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 = 2738, V design = 2514 (NDS 3.4.3.1(a)) lbs; M(+) = 10305 lbs-ft EI = 1115.29e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 74 of 78 SF15 Apr.30,202510:25 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(1.00') psf Load3 Live Full Area 40.00(1.00') psf Load4 Dead Partial Area 1.13 4.13 15.00(17.00') psf Load5 Snow Partial Area 1.13 4.13 25.00(17.00') psf Load6 Dead Point 0.71 75 lbs Load7 Snow Point 0.71 125 lbs Load8 Dead Point 1.13 981 lbs Load9 Snow Point 1.13 1460 lbs Load10 Dead Point 4.13 272 lbs Load11 Snow Point 4.13 443 lbs Self-weight Dead Full UDL 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.225' 5.113'0' Unfactored: Dead 1539 1074 Live 105 104 Snow 1990 1313 Factored: Total 3529 2387 Bearing: Capacity Beam 3529 2387 Support 3907 2643 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #4 #4 Length 1.61 1.09 Min req'd 1.61 1.09 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF15 Lumber-soft, D.Fir-L, No.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:5.25';Clearspan:5.0';Volume = 1.2cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 157 Fv' = 207 psi fv*/Fv' = 0.76 Bending(+) fb = 963 Fb' = 1230 psi fb/Fb' = 0.78 Live Defl'n 0.03 = < L/999 0.17 = L/360 in 0.17 Total Defl'n 0.06 = L/970 0.26 = L/240 in 0.25 *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 4 Fb'+ 900 1.15 1.00 1.00 0.990 1.200 - 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 = 3523, V design* = 3396 (NDS 3.4.3.1(a)) lbs; M(+) = 4004 lbs-ft EI = 369.34e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 5.13' Le = 10.56' RB = 9.8 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 75 of 78 F1 Nov.13,202411:19 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) : 12.625' 12.563'0' Unfactored: Dead 119 119 Live 337 337 Factored: Total 456 456 Bearing: Capacity Joist 456 456 Support 879 879 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.75 0.75 Min req'd 0.75 0.75 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:12.63'; Clear span:12.5';Volume=1.2 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 = 43 Fv' = 150 psi fv/Fv' = 0.29 Bending(+) fb = 799 Fb' = 1075 psi fb/Fb' = 0.74 Live Defl'n 0.23 = L/648 0.42 = L/360 in 0.55 Total Defl'n 0.36 = L/423 0.63 = L/240 in 0.57 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 = 454, V design = 396 (NDS 3.4.3.1(a)) lbs; M(+) = 1424 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 76 of 78 F2 Nov.13,202411:20 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(9.50') psf Load2 Live Full Area Yes 40.00(9.50') psf Self-weight Dead Full UDL No 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 4.33' 8.702' 8.66'0' Unfactored: Dead 200 659 200 Live 728 2057 728 Factored: Total 928 2715 928 Bearing: Capacity Beam 1094 3273 1094 Support 1211 2715 1211 Des ratio Beam 0.85 0.83 0.85 Support 0.77 1.00 0.77 Load comb #3 #2 #4 Length 0.50* 1.12 0.50* Min req'd 0.50* 1.12** 0.50* Cb 1.00 1.33 1.00 Cb min 1.00 1.33 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.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:8.69';Clearspan:4.25',4.25';Volume = 2.0cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 44 Fv' = 180 psi fv/Fv' = 0.24 Bending(+) fb = 202 Fb' = 1064 psi fb/Fb' = 0.19 Bending(-) fb = 283 Fb' = 1064 psi fb/Fb' = 0.27 Live Defl'n 0.01 = < L/999 0.14 = L/360 in 0.04 Total Defl'n 0.01 = < L/999 0.22 = L/240 in 0.03 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 0.985 1.200 - 1.00 1.00 1.00 3 Fb'- 900 1.00 1.00 1.00 0.985 1.200 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 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 = 1358, V design = 950 (NDS 3.4.3.1(a)) lbs M(+) = 839 lbs-ft; M(-) = 1176 lbs-ft EI = 369.34e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 8.69' Le = 16.44' RB = 12.2; Lu based on full length Lateral stability(-): Lu = 8.69' Le = 16.44' RB = 12.2; 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 77 of 78 F3 Nov.13,202411:29 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 12.00(10.33') psf Load2 Live Full Area Yes 40.00(10.33') psf Load3 Dead Partial Area No 0.00 9.92 12.00(15.00') psf Load4 Live Partial Area Yes 0.00 9.92 40.00(15.00') psf Load5 Dead Point No 9.92 474 lbs Load6 Live Point Yes 9.92 1483 lbs Self-weight Dead Full UDL No 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 1.33'5.5'9.67' 13.608' 13.587' Unfactored: Dead 1008 1383 1467 191 Live 3486 5063 5112 843 Factored: Uplift -48 Total 4494 6446 6579 1034 Bearing: Capacity Beam 4879 6643 6763 1094 Support 4494 6446 6579 1211 Des ratio Beam 0.92 0.97 0.97 0.95 Support 1.00 1.00 1.00 0.85 Load comb #13 #8 #15 #12 Length 1.86 2.66 2.72 0.50* Min req'd 1.86** 2.66** 2.72** 0.50* Cb 1.20 1.14 1.14 1.00 Cb min 1.20 1.14 1.14 1.00 Cb support 1.11 1.11 1.11 1.11 Fcp sup 625 625 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F3 Lumber-soft, D.Fir-L, No.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:13.63';Clearspan:1.25',4.0',3.938',3.813';Volume = 3.1cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 100 Fv' = 180 psi fv/Fv' = 0.55 Bending(+) fb = 483 Fb' = 1057 psi fb/Fb' = 0.46 Bending(-) fb = 616 Fb' = 1057 psi fb/Fb' = 0.58 Deflection: Interior Live 0.01 = < L/999 0.14 = L/360 in 0.10 Total 0.02 = < L/999 0.21 = L/240 in 0.08 Cantil. Live -0.01 = < L/999 0.09 = L/180 in 0.16 Total -0.02 = < L/999 0.13 = L/120 in 0.12 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 8 Fb'+ 900 1.00 1.00 1.00 0.979 1.200 - 1.00 1.00 1.00 12 Fb'- 900 1.00 1.00 1.00 0.979 1.200 - 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 12 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 12 CRITICALLOADCOMBINATIONS: Shear : LC #8 = D + L (pattern: _LL_) Bending(+): LC #12 = D + L (pattern: _L_L) Bending(-): LC #8 = D + L (pattern: _LL_) Deflection: LC #12 = (live) LC #12 = (total) Bearing : Support 1 – LC #13 = D + L (pattern: LL_L) Support 2 – LC #8 = D + L (pattern: _LL_) Support 3 – LC #15 = D + L (pattern: L_LL) Support 4 – LC #12 = D + L (pattern: _L_L) Support 4 – 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 = 3310, V design = 2151 (NDS 3.4.3.1(a)) lbs M(+) = 2007 lbs-ft; M(-) = 2560 lbs-ft EI = 369.34e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 13.56' Le = 21.88' RB = 14.1; Lu based on full length Lateral stability(-): Lu = 13.56' Le = 21.88' RB = 14.1; 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. 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