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Engineering CalcsP.O. BOX 108, MILTON, WA 98354 Phone (253) 344-1666 ENGINEERING, PLLC PHILLIPS STRUCTURAL ORIGINAL STAMP MUST BE RED TO BE VALID JUNE 26, 2024 8/202024 ENGINEERING ANALYSIS FOR: SOUNDBUILT HOMES LLC SITE: The enclosed documents are to be used in conjunction with the plans referenced on the cover page. It is imperative that the contractor study and understand the engineering requirements and any required changes to the architectural plan prior to start of work. Modifications may include additional foundations or footings, beam and framing size, sheathing, etc. Scope of Engineering: Engineering analysis and design to resist lateral and gravity loads in accordance with the 2021 IBC have been performed and incorporated into stamped "S" sheets. All analyses and calculations are included in this engineering report (see 812x11 pages). Engineering assumptions are listed below. If the conditions listed below are not present at the site, all calculations and stamped drawings are VOID and Phillips Structural Engineering,PLLC must be contacted immediately for further consultation. B 1.51 0.50 1500 6.5 D 15 40 12 25 PHILLIPS STRUCTURAL ENGINEERING, PLLCSTRUCTURAL ENGINEERING CALCULATIONS 110 MPH 1.00 STRUCTURAL DESIGN CRITERIA AND LOADING: Building Code 2021 International Building Code (IBC) EARTHQUAKE DESIGN DATA: -Risk Category = II - Seismic Importance Factor (Ie) = 1.0 - Mapped Spectral Response Acceleration Parameters - Ss = - S1 = - Seismic Design Category (SDC) = " " - Basic Seismic Force-Resisting System = Light-frame (wood) walls sheathed with wood structural panel rated for shear resistance - Response Modification Factor (R) = - Analysis Procedure Used = Equivalent Lateral Force WIND DESIGN DATA: - Basic Design Wind Speed (V) = - Allowable Stress Design Wind Speed (Vasd) = - Risk Category = II - Wind Importance Factor (Iw) = 1.0 - Wind Exposure = " " - Topographical Effect (Kzt) = ROOF LOADING: - Dead Load = PSF (No tile weight included) - Roof Live Load (Lr) = 20PSF - Typical Flat Roof Snow Load (Pf) = PSF - Snow Exposure Factor (Ce) = 1.0 - Snow Load Importance Factor (Is) = 1.0 **Typical roof snow load shall not be less than 25PSF FLOOR LOADING: - Dead Load = PSF (Standard wood framing without heavy finish) - Typical Residential Occupancy Live Loading (L) = PSF - Deck Live Load (L) = 60PSF (1.5x for area served) SOILS CRITERIA Soils Consultant None (U.N.O.) Soils Report #None (U.N.O.) Minimum Allowable Pressure Required PSF (Verify w/ Site Conditions) Frost Bearing Depth 18" * See plans/detailing for other soils considerations 85 MPH Page 2 of 52 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.12996-AB-SHEAR.wsw June19,202411:29:40 0'5'10'15'20'25'30'35'40' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' E-1 A-1 A-2 B-1 D-1 C-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 3 of 52 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.12996-AB-SHEAR.wsw June19,202411:29:40 0'5'10'15'20'25'30'35'40' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' E-1 B-1 D-1 E-2 B-4 B-3 B-2 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 4 of 52 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 2996-AB-SHEAR.wsw Jun.19,202411:50:17 Project Information DESIGNSETTINGS DesignCode IBC 2021/AWC SDPWS 2021 WindStandard ASCE 7-16 Directional (All heights) SeismicStandard ASCE 7-16 LoadCombinations ForDesignandMWFRSDeflection 0.7 Seismic 0.6 Basic wind ForDeflection(Wind:Serviceability) 1.0 Seismic 1.0 MRI wind BuildingCodeCapacityModification Wind Seismic 1.00 1.00 ServiceConditionsandLoadDuration Duration Factor - Temperature Range - MoistureContent Fabrication Service - - MaxShearwallOffset[ft] Plan (withinstory) 4.00 Elevation (betweenstories) 3.08 MaximumHeight-to-widthRatio Woodpanels Blocked Unblocked Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 2.0 - - - - - Ignoreshearresistancecontributionof... Wallsegments Seismic Don't ignore Any gypsum, lumber,fiberboard Forcesbasedon... Hold-downs Applied loads Dragstruts Applied loads Shearwallrelativerigidity:Wall capacity Non-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 0.205s 0.205s ApproximateTa 0.205s 0.205s Maximum T 0.288s 0.288s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.80Case 2 N-S loadsE-Wloads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16psf 8 psf ServiceabilityWindSpeed 100mph 1 Page 5 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 21.27 0.0 Level2 13.27 1'-6.0 8.00 Level1 2.77 9.3 9.00 Foundation 2.00 BLOCKandROOF INFORMATION Block RoofPanels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story E-W Ridge LocationX,Y =0.00 9.00 North Side 23.0 1.00 ExtentX,Y =40.00 36.00 South Side 23.0 1.00 RidgeYLocation,Offset 27.00 0.00 East Gable 90.0 1.00 RidgeElevation,Height 28.91 7.64 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =16.25 45.00 North Gable 90.0 1.00 ExtentX,Y =23.75 8.00 South Joined 157.0 1.00 RidgeXLocation,Offset 28.13 0.00 East Side 23.0 1.00 RidgeElevation,Height 26.31 5.04 West Side 23.0 1.00 Block 3 2 Story N-S Ridge LocationX,Y =16.25 53.00 North Gable 90.0 1.00 ExtentX,Y =16.50 2.00 South Joined 90.0 1.00 RidgeXLocation,Offset 24.50 0.00 East Side 23.0 1.00 RidgeElevation,Height 24.77 3.50 West Side 23.0 1.00 Block 4 2 Story N-S Ridge LocationX,Y =0.00 5.00 North Joined 157.0 1.00 ExtentX,Y =11.75 4.00 South Gable 90.0 1.00 RidgeXLocation,Offset 5.88 0.00 East Side 23.0 1.00 RidgeElevation,Height 23.76 2.49 West Side 23.0 1.00 Block 5 2 Story N-S Ridge LocationX,Y =16.25 7.00 North Joined 157.0 1.00 ExtentX,Y =23.75 2.00 South Gable 90.0 1.00 RidgeXLocation,Offset 28.13 0.00 East Side 23.0 1.00 RidgeElevation,Height 26.31 5.04 West Side 23.0 1.00 Block 6 2 Story N-S Ridge LocationX,Y =27.50 5.00 North Joined 90.0 1.00 ExtentX,Y =12.50 2.00 South Gable 90.0 1.00 RidgeXLocation,Offset 33.75 0.00 East Side 23.0 1.00 RidgeElevation,Height 23.92 2.65 West Side 23.0 1.00 2 Page 6 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 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 2 12 Y 1,2,3 2 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 6 12 Y 1,3 3 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 4 12 Y 1,2,3 4 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 3 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 4 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 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 SHEARLINE,WALLandOPENINGDIMENSIONS North-south Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group X[ft]Start End [ft][ft]Ratio [ft]S N Line 1 Level 2 Line 1 2 0.00 5.00 45.00 40.00 16.75 -8.00 -- Wall 1-1 Seg 2 0.00 5.00 45.00 40.00 16.75 -- 22 Segment 1 --5.00 9.00 4.00 3.75 2.00 - 22 Opening 1 --9.00 15.00 6.00 --6.00 22 Segment 2 --15.00 19.00 4.00 3.75 2.00 - 22 Opening 2 --19.00 26.25 7.25 --6.00 22 Segment 3 --26.25 30.50 4.25 4.00 1.88 - 22 Opening 3 --30.50 40.50 10.00 --6.00 22 Segment 4 --40.50 45.00 4.50 4.25 1.78 - 22 Level 1 Line 1 2 0.00 0.00 45.00 45.00 37.75 -9.00 -- Wall 1-1 Seg 2 0.00 0.00 45.00 45.00 37.75 -- 22 Segment 1 --0.00 19.00 19.00 18.75 0.47 - 22 Opening 1 --19.00 26.25 7.25 --6.00 22 Segment 2 --26.25 45.00 18.75 18.50 0.48 - 22 Line 2 Level 2 Line 2 NSW 11.75 0.00 9.00 9.00 0.00 -8.00 -- Wall 2-1 NSW 11.75 5.00 9.00 4.00 0.00 1.00 - 22 Level 1 Line 2 NSW 11.75 0.00 9.00 9.00 0.00 -9.00 -- Wall 2-1 NSW 11.75 0.00 9.00 9.00 0.00 1.00 - 22 Line 3 Level 2 Line 3 16.25 3.00 55.00 52.00 0.00 -8.00 -- Wall 3-1 NSW 16.25 7.00 9.00 2.00 0.00 1.00 - 22 Wall 3-2 NSW 16.25 45.00 55.00 10.00 0.00 1.00 - 22 Level 1 Line 3 16.25 3.00 55.00 52.00 0.00 -9.00 -- Wall 3-1 NSW 18.00 3.00 9.00 6.00 0.00 1.00 - 22 Wall 3-2 NSW 16.25 45.00 53.00 8.00 0.00 1.00 - 22 Line 4 Level 2 Line 4 NSW 27.50 5.00 7.00 2.00 0.00 -8.00 -- Wall 4-1 NSW 27.50 5.00 7.00 2.00 0.00 1.00 - 22 Line 5 Level 2 Line 5 NSW 32.75 53.00 55.00 2.00 0.00 -8.00 -- Wall 5-1 NSW 32.75 53.00 55.00 2.00 0.00 1.00 - 22 Line 6 Level 2 Line 6 2 40.00 5.00 53.00 48.00 42.00 -8.00 -- Wall 6-1 Seg 2 40.00 5.00 53.00 48.00 42.00 -- 22 Segment 1 --5.00 31.25 26.25 26.00 0.30 - 22 Opening 1 --31.25 33.25 2.00 --6.00 22 Segment 2 --33.25 49.00 15.75 15.50 0.51 - 22 Opening 2 --49.00 52.00 3.00 --6.00 22 Segment 3 --52.00 53.00 1.00 -8.00 - 22 Level 1 Line 6 2 40.00 3.00 53.00 50.00 45.00 -9.00 -- Wall 6-1 Seg 2 40.00 3.00 53.00 50.00 45.00 -- 22 Segment 1 --3.00 41.75 38.75 38.50 0.23 - 22 Opening 1 --41.75 46.75 5.00 --6.00 22 Segment 2 --46.75 53.00 6.25 6.00 1.44 - 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 1.96 0.00 40.00 40.00 12.00 -9.00 -- Wall A-1 Seg 1 0.00 0.00 11.75 11.75 6.00 -- 22 Segment 1 --0.00 3.00 3.00 2.75 3.00 - 22 Opening 1 --3.00 8.75 5.75 --6.00 22 Segment 2 --8.75 11.75 3.00 2.75 3.00 - 22 Wall A-2 Seg 1 3.00 18.00 40.00 22.00 6.00 -- 22 Segment 1 --18.00 21.00 3.00 2.75 3.00 - 22 Opening 1 --21.00 37.00 16.00 --6.00 22 Segment 2 --37.00 40.00 3.00 2.75 3.00 - 22 Line B 4 Page 8 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Level 2 Line B 2 5.63 0.00 40.00 40.00 35.50 -8.00 -- Wall B-1 FT 2 5.00 0.00 11.75 11.75 11.75 -- 22 Segment 1 --0.00 2.50 2.50 -1.20 - -- Opening 1 --2.50 9.00 6.50 --3.00 -- Segment 2 --9.00 11.75 2.75 2.50 1.09 - -- Wall B-2 NSW 9.00 11.75 16.25 4.50 0.00 1.00 - 22 Wall B-3 FT 2 7.00 16.25 27.50 11.25 11.25 -- 22 Segment 1 --16.25 18.75 2.50 -1.60 - -- Opening 1 --18.75 24.75 6.00 --4.00 -- Segment 2 --24.75 27.50 2.75 2.50 1.45 - -- Wall B-4 FT 2 5.00 27.50 40.00 12.50 12.50 -- 22 Segment 1 --27.50 30.75 3.25 3.00 1.38 - -- Opening 1 --30.75 36.75 6.00 --4.50 -- Segment 2 --36.75 40.00 3.25 3.00 1.38 - -- Level 1 Line B NSW 5.00 0.00 40.00 40.00 0.00 -9.00 -- Wall B-1 NSW 9.00 11.75 18.00 6.25 0.00 1.00 - 22 Line C Level 1 Line C Seg 2 23.75 0.00 40.00 40.00 11.25 -9.00 -- Wall C-1 Seg 2 23.75 18.50 30.00 11.50 11.25 0.78 - 22 Line D Level 2 Line D NSW 45.00 0.00 16.25 16.25 0.00 -8.00 -- Wall D-1 NSW 45.00 0.00 16.25 16.25 0.00 1.00 - 22 Level 1 Line D NSW 45.00 0.00 16.25 16.25 0.00 -9.00 -- Wall D-1 NSW 45.00 0.00 16.25 16.25 0.00 1.00 - 22 Line E Level 2 Line E 4 55.00 16.25 32.75 16.50 16.50 -8.00 -- Wall E-1 FT 4 55.00 16.25 32.75 16.50 16.50 -- 22 Segment 1 --16.25 20.50 4.25 4.00 1.06 - -- Opening 1 --20.50 28.50 8.00 --4.50 -- Segment 2 --28.50 32.75 4.25 4.00 1.06 - -- Wall E-2 NSW 53.00 32.75 40.00 7.25 0.00 1.00 - 22 Level 1 Line E 3 53.00 16.25 40.00 23.75 15.75 -9.00 -- Wall E-1 Seg 3 53.00 16.25 40.00 23.75 15.75 -- 22 Segment 1 --16.25 19.25 3.00 2.75 3.00 - 22 Opening 1 --19.25 27.25 8.00 --6.00 22 Segment 2 --27.25 40.00 12.75 12.50 0.71 - 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 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 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 MinW->EWind Line 5.00 45.00 32.0 Block 1 WWall 1 W->EWind Line 5.00 7.00 44.2 Block 1 WWall MinW->EWind Line 5.00 7.00 32.0 Block 1 WWall 1 W->EWind Line 5.00 45.00 44.2 Block 1 WWall MinW->EWind Line 7.00 9.00 32.0 Block 1 WWall 1 W->EWind Line 7.00 9.00 44.2 Block 1 WL Gable MinW->EWind Line 9.00 27.00 0.0 61.1 Block 1 WL Gable 1 W->EWind Line 9.00 27.00 0.0 89.7 Block 1 WR Gable MinW->EWind Line 27.00 45.00 61.1 0.0 Block 1 WR Gable 1 W->EWind Line 27.00 45.00 89.7 0.0 Block 1 WWall MinW->EWind Line 45.00 55.00 32.0 Block 1 WWall 1 W->EWind Line 45.00 55.00 44.2 Block 1 EWall MinW->E Lee Line 5.00 9.00 32.0 Block 1 EWall 1 W->E Lee Line 5.00 53.00 28.5 Block 1 EWall 1 W->E Lee Line 5.00 9.00 28.5 Block 1 EWall MinW->E Lee Line 5.00 53.00 32.0 Block 1 EL Gable 1 W->E Lee Line 9.00 27.00 0.0 54.4 Block 1 EL Gable MinW->E Lee Line 9.00 27.00 0.0 61.1 Block 1 ER Gable 1 W->E Lee Line 27.00 45.00 54.4 0.0 Block 1 ER Gable MinW->E Lee Line 27.00 45.00 61.1 0.0 Block 1 EWall 1 W->E Lee Line 53.00 55.00 28.5 Block 1 EWall MinW->E Lee Line 53.00 55.00 32.0 Block 1 WWall 1 E->W Lee Line 5.00 45.00 28.5 Block 1 WWall MinE->W Lee Line 5.00 45.00 32.0 Block 1 WWall 1 E->W Lee Line 5.00 7.00 28.5 Block 1 WWall MinE->W Lee Line 5.00 7.00 32.0 Block 1 WWall MinE->W Lee Line 7.00 9.00 32.0 Block 1 WWall 1 E->W Lee Line 7.00 9.00 28.5 Block 1 WL Gable 1 E->W Lee Line 9.00 27.00 0.0 54.4 Block 1 WL Gable MinE->W Lee Line 9.00 27.00 0.0 61.1 Block 1 WR Gable 1 E->W Lee Line 27.00 45.00 54.4 0.0 Block 1 WR Gable MinE->W Lee Line 27.00 45.00 61.1 0.0 Block 1 WWall 1 E->W Lee Line 45.00 55.00 28.5 Block 1 WWall MinE->W Lee Line 45.00 55.00 32.0 Block 1 EWall 1 E->WWind Line 5.00 53.00 44.2 Block 1 EWall MinE->WWind Line 5.00 53.00 32.0 Block 1 EWall 1 E->WWind Line 5.00 9.00 44.2 Block 1 EWall MinE->WWind Line 5.00 9.00 32.0 Block 1 EL Gable 1 E->WWind Line 9.00 27.00 0.0 89.7 Block 1 EL Gable MinE->WWind Line 9.00 27.00 0.0 61.1 Block 1 ER Gable MinE->WWind Line 27.00 45.00 61.1 0.0 Block 1 ER Gable 1 E->WWind Line 27.00 45.00 89.7 0.0 Block 1 EWall MinE->WWind Line 53.00 55.00 32.0 Block 1 EWall 1 E->WWind Line 53.00 55.00 44.2 Block 1 SRoof 1 S->NWind Line -1.00 41.00 5.3 Block 1 SRoof MinS->NWind Line -1.00 41.00 32.3 Block 1 SWall MinS->NWind Line 0.00 11.75 32.0 Block 1 SWall 1 S->NWind Line 0.00 11.75 44.2 Block 1 SWall MinS->NWind Line 11.75 16.25 32.0 Block 1 SWall 1 S->NWind Line 11.75 16.25 44.2 Block 1 SWall MinS->NWind Line 16.25 27.50 32.0 Block 1 SWall 1 S->NWind Line 16.25 27.50 44.2 Block 1 SWall 1 S->NWind Line 27.50 40.00 44.2 Block 1 SWall MinS->NWind Line 27.50 40.00 32.0 Block 1 NRoof MinS->N Lee Line -1.00 41.00 32.3 Block 1 NRoof 1 S->N Lee Line -1.00 41.00 72.1 Block 1 NWall MinS->N Lee Line 0.00 16.25 32.0 Block 1 NWall 1 S->N Lee Line 0.00 16.25 29.8 Block 1 NWall MinS->N Lee Line 16.25 32.75 32.0 Block 1 NWall 1 S->N Lee Line 16.25 32.75 29.8 Block 1 NWall 1 S->N Lee Line 32.75 40.00 29.8 Block 1 NWall MinS->N Lee Line 32.75 40.00 32.0 Block 1 SRoof 1 N->S Lee Line -1.00 41.00 72.1 Block 1 SRoof MinN->S Lee Line -1.00 41.00 32.3 Block 1 SWall MinN->S Lee Line 0.00 11.75 32.0 Block 1 SWall 1 N->S Lee Line 0.00 11.75 29.8 Block 1 SWall MinN->S Lee Line 11.75 16.25 32.0 Block 1 SWall 1 N->S Lee Line 11.75 16.25 29.8 Block 1 SWall MinN->S Lee Line 16.25 27.50 32.0 Block 1 S Wall 1 N->S Lee Line 16.25 27.50 29.8 6 Page 10 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 S Wall Min N->S Lee Line 27.50 40.00 32.0 Block 1 SWall 1 N->S Lee Line 27.50 40.00 29.8 Block 1 NRoof 1 N->SWind Line -1.00 41.00 5.3 Block 1 NRoof MinN->SWind Line -1.00 41.00 32.3 Block 1 NWall 1 N->SWind Line 0.00 16.25 44.2 Block 1 NWall MinN->SWind Line 0.00 16.25 32.0 Block 1 NWall MinN->SWind Line 16.25 32.75 32.0 Block 1 NWall 1 N->SWind Line 16.25 32.75 44.2 Block 1 NWall 1 N->SWind Line 32.75 40.00 44.2 Block 1 NWall MinN->SWind Line 32.75 40.00 32.0 Block 2 WL Roof MinW->EWind Line 33.12 46.00 0.0 21.9 Block 2 WL Roof 1 W->EWind Line 33.12 46.00 -0.0 -5.8 Block 2 WCtr Roof 1 W->EWind Line 46.00 54.00 -5.8 Block 2 WCtr Roof MinW->EWind Line 46.00 54.00 21.9 Block 2 EL Roof 1 W->E Lee Line 33.12 46.00 0.0 48.1 Block 2 EL Roof MinW->E Lee Line 33.12 46.00 0.0 21.9 Block 2 ECtr Roof MinW->E Lee Line 46.00 54.00 21.9 Block 2 ECtr Roof 1 W->E Lee Line 46.00 54.00 48.1 Block 2 WL Roof 1 E->W Lee Line 33.12 46.00 0.0 48.1 Block 2 WL Roof MinE->W Lee Line 33.12 46.00 0.0 21.9 Block 2 WCtr Roof 1 E->W Lee Line 46.00 54.00 48.1 Block 2 WCtr Roof MinE->W Lee Line 46.00 54.00 21.9 Block 2 EL Roof MinE->WWind Line 33.12 46.00 0.0 21.9 Block 2 EL Roof 1 E->WWind Line 33.12 46.00 -0.0 -5.8 Block 2 ECtr Roof 1 E->WWind Line 46.00 54.00 -5.8 Block 2 ECtr Roof MinE->WWind Line 46.00 54.00 21.9 Block 2 NL Gable 1 S->N Lee Line 16.25 28.13 0.0 37.0 Block 2 NL Gable MinS->N Lee Line 16.25 28.13 0.0 40.3 Block 2 NR Gable 1 S->N Lee Line 28.13 40.00 37.0 0.0 Block 2 NR Gable MinS->N Lee Line 28.13 40.00 40.3 0.0 Block 2 NL Gable 1 N->SWind Line 16.25 28.13 0.0 58.5 Block 2 NL Gable MinN->SWind Line 16.25 28.13 0.0 40.3 Block 2 NR Gable 1 N->SWind Line 28.13 40.00 58.5 0.0 Block 2 NR Gable MinN->SWind Line 28.13 40.00 40.3 0.0 Block 3 WRoof 1 W->EWind Line 53.00 56.00 -4.1 Block 3 WRoof MinW->EWind Line 53.00 56.00 15.7 Block 3 ERoof 1 W->E Lee Line 53.00 56.00 34.2 Block 3 ERoof MinW->E Lee Line 53.00 56.00 15.7 Block 3 WRoof 1 E->W Lee Line 53.00 56.00 34.2 Block 3 WRoof MinE->W Lee Line 53.00 56.00 15.7 Block 3 ERoof 1 E->WWind Line 53.00 56.00 -4.1 Block 3 ERoof MinE->WWind Line 53.00 56.00 15.7 Block 3 NL Gable MinS->N Lee Line 16.25 24.50 0.0 28.0 Block 3 NL Gable 1 S->N Lee Line 16.25 24.50 0.0 25.5 Block 3 NR Gable MinS->N Lee Line 24.50 32.75 28.0 0.0 Block 3 NR Gable 1 S->N Lee Line 24.50 32.75 25.5 0.0 Block 3 NL Gable MinN->SWind Line 16.25 24.50 0.0 28.0 Block 3 NL Gable 1 N->SWind Line 16.25 24.50 0.0 40.4 Block 3 NR Gable MinN->SWind Line 24.50 32.75 28.0 0.0 Block 3 NR Gable 1 N->SWind Line 24.50 32.75 40.4 0.0 Block 4 WCtr Roof 1 W->EWind Line 4.00 8.00 -3.0 Block 4 WCtr Roof MinW->EWind Line 4.00 8.00 11.7 Block 4 WR Roof 1 W->EWind Line 8.00 14.88 -3.0 -0.0 Block 4 WR Roof MinW->EWind Line 8.00 14.88 11.7 0.0 Block 4 ECtr Roof 1 W->E Lee Line 4.00 8.00 25.3 Block 4 ECtr Roof MinW->E Lee Line 4.00 8.00 11.7 Block 4 ER Roof MinW->E Lee Line 8.00 14.88 11.7 0.0 Block 4 ER Roof 1 W->E Lee Line 8.00 14.88 25.3 0.0 Block 4 WCtr Roof 1 E->W Lee Line 4.00 8.00 25.3 Block 4 WCtr Roof MinE->W Lee Line 4.00 8.00 11.7 Block 4 WR Roof MinE->W Lee Line 8.00 14.88 11.7 0.0 Block 4 WR Roof 1 E->W Lee Line 8.00 14.88 25.3 0.0 Block 4 ECtr Roof MinE->WWind Line 4.00 8.00 11.7 Block 4 ECtr Roof 1 E->WWind Line 4.00 8.00 -3.0 Block 4 ER Roof 1 E->WWind Line 8.00 14.88 -3.0 -0.0 Block 4 ER Roof MinE->WWind Line 8.00 14.88 11.7 0.0 Block 4 SL Gable 1 S->NWind Line 0.00 5.88 0.0 28.7 Block 4 SL Gable MinS->NWind Line 0.00 5.88 0.0 20.0 Block 4 SR Gable MinS->NWind Line 5.88 11.75 20.0 0.0 Block 4 SR Gable 1 S->NWind Line 5.88 11.75 28.7 0.0 Block 4 SL Gable MinN->S Lee Line 0.00 5.88 0.0 20.0 Block 4 SL Gable 1 N->S Lee Line 0.00 5.88 0.0 18.0 Block 4 SR Gable MinN->S Lee Line 5.88 11.75 20.0 0.0 Block 4 S R Gable 1 N->S Lee Line 5.88 11.75 18.0 0.0 7 Page 11 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 5 WCtr Roof MinW->EWind Line 6.00 8.00 21.9 Block 5 WCtr Roof 1 W->EWind Line 6.00 8.00 -5.8 Block 5 WR Roof 1 W->EWind Line 8.00 20.88 -5.8 -0.0 Block 5 WR Roof MinW->EWind Line 8.00 20.88 21.9 0.0 Block 5 ECtr Roof 1 W->E Lee Line 6.00 8.00 48.1 Block 5 ECtr Roof MinW->E Lee Line 6.00 8.00 21.9 Block 5 ER Roof MinW->E Lee Line 8.00 20.88 21.9 0.0 Block 5 ER Roof 1 W->E Lee Line 8.00 20.88 48.1 0.0 Block 5 WCtr Roof MinE->W Lee Line 6.00 8.00 21.9 Block 5 WCtr Roof 1 E->W Lee Line 6.00 8.00 48.1 Block 5 WR Roof MinE->W Lee Line 8.00 20.88 21.9 0.0 Block 5 WR Roof 1 E->W Lee Line 8.00 20.88 48.1 0.0 Block 5 ECtr Roof 1 E->WWind Line 6.00 8.00 -5.7 Block 5 ECtr Roof MinE->WWind Line 6.00 8.00 21.9 Block 5 ER Roof MinE->WWind Line 8.00 20.88 21.9 0.0 Block 5 ER Roof 1 E->WWind Line 8.00 20.88 -5.7 -0.0 Block 5 SL Gable 1 S->NWind Line 16.25 28.13 0.0 58.5 Block 5 SL Gable MinS->NWind Line 16.25 28.13 0.0 40.3 Block 5 SR Gable MinS->NWind Line 28.13 40.00 40.3 0.0 Block 5 SR Gable 1 S->NWind Line 28.13 40.00 58.5 0.0 Block 5 SL Gable 1 N->S Lee Line 16.25 28.13 0.0 37.0 Block 5 SL Gable MinN->S Lee Line 16.25 28.13 0.0 40.3 Block 5 SR Gable 1 N->S Lee Line 28.13 40.00 37.0 0.0 Block 5 SR Gable MinN->S Lee Line 28.13 40.00 40.3 0.0 Block 6 WRoof MinW->EWind Line 4.00 7.00 12.3 Block 6 WRoof 1 W->EWind Line 4.00 7.00 -3.2 Block 6 ERoof 1 W->E Lee Line 4.00 7.00 26.7 Block 6 ERoof MinW->E Lee Line 4.00 7.00 12.3 Block 6 WRoof 1 E->W Lee Line 4.00 7.00 26.7 Block 6 WRoof MinE->W Lee Line 4.00 7.00 12.3 Block 6 ERoof MinE->WWind Line 4.00 7.00 12.3 Block 6 ERoof 1 E->WWind Line 4.00 7.00 -3.2 Block 6 SL Gable 1 S->NWind Line 27.50 33.75 0.0 30.5 Block 6 SL Gable MinS->NWind Line 27.50 33.75 0.0 21.2 Block 6 SR Gable MinS->NWind Line 33.75 40.00 21.2 0.0 Block 6 SR Gable 1 S->NWind Line 33.75 40.00 30.5 0.0 Block 6 SL Gable 1 N->S Lee Line 27.50 33.75 0.0 19.2 Block 6 SL Gable MinN->S Lee Line 27.50 33.75 0.0 21.2 Block 6 SR Gable 1 N->S Lee Line 33.75 40.00 19.2 0.0 Block 6 SR Gable MinN->S Lee Line 33.75 40.00 21.2 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 1 W->EWind Line 0.00 45.00 61.7 Block 1 WWall MinW->EWind Line 0.00 45.00 48.0 Block 1 WWall MinW->EWind Line 3.00 9.00 48.0 Block 1 WWall 1 W->EWind Line 3.00 9.00 61.7 Block 1 WWall MinW->EWind Line 5.00 7.00 32.0 Block 1 WWall 1 W->EWind Line 5.00 45.00 41.7 Block 1 WWall 1 W->EWind Line 5.00 7.00 41.7 Block 1 WWall MinW->EWind Line 5.00 45.00 32.0 Block 1 WWall 1 W->EWind Line 7.00 9.00 41.7 Block 1 WWall MinW->EWind Line 7.00 9.00 32.0 Block 1 WWall 1 W->EWind Line 45.00 55.00 41.7 Block 1 WWall MinW->EWind Line 45.00 53.00 48.0 Block 1 WWall MinW->EWind Line 45.00 55.00 32.0 Block 1 WWall 1 W->EWind Line 45.00 53.00 61.7 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 42.7 Block 1 EWall MinW->E Lee Line 3.00 53.00 48.0 Block 1 EWall 1 W->E Lee Line 3.00 53.00 42.7 Block 1 EWall MinW->E Lee Line 5.00 9.00 32.0 Block 1 EWall 1 W->E Lee Line 5.00 9.00 28.5 Block 1 EWall 1 W->E Lee Line 5.00 53.00 28.5 Block 1 EWall MinW->E Lee Line 5.00 53.00 32.0 Block 1 EWall 1 W->E Lee Line 53.00 55.00 28.5 Block 1 EWall MinW->E Lee Line 53.00 55.00 32.0 Block 1 WWall 1 E->W Lee Line 0.00 45.00 42.7 Block 1 WWall MinE->W Lee Line 0.00 45.00 48.0 Block 1 WWall MinE->W Lee Line 3.00 9.00 48.0 Block 1 WWall 1 E->W Lee Line 3.00 9.00 42.7 Block 1 W Wall 1 E->W Lee Line 5.00 45.00 28.5 8 Page 12 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 W Wall Min E->W Lee Line 5.00 45.00 32.0 Block 1 WWall 1 E->W Lee Line 5.00 7.00 28.5 Block 1 WWall MinE->W Lee Line 5.00 7.00 32.0 Block 1 WWall MinE->W Lee Line 7.00 9.00 32.0 Block 1 WWall 1 E->W Lee Line 7.00 9.00 28.5 Block 1 WWall 1 E->W Lee Line 45.00 55.00 28.5 Block 1 WWall 1 E->W Lee Line 45.00 53.00 42.7 Block 1 WWall MinE->W Lee Line 45.00 53.00 48.0 Block 1 WWall MinE->W Lee Line 45.00 55.00 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 1 E->WWind Line 3.00 53.00 61.7 Block 1 EWall MinE->WWind Line 3.00 53.00 48.0 Block 1 EWall MinE->WWind Line 5.00 9.00 32.0 Block 1 EWall 1 E->WWind Line 5.00 53.00 41.7 Block 1 EWall MinE->WWind Line 5.00 53.00 32.0 Block 1 EWall 1 E->WWind Line 5.00 9.00 41.7 Block 1 EWall 1 E->WWind Line 53.00 55.00 41.7 Block 1 EWall MinE->WWind Line 53.00 55.00 32.0 Block 1 SWall MinS->NWind Line 0.00 11.75 48.0 Block 1 SWall MinS->NWind Line 0.00 11.75 32.0 Block 1 SWall 1 S->NWind Line 0.00 11.75 61.7 Block 1 SWall 1 S->NWind Line 0.00 11.75 41.7 Block 1 SWall MinS->NWind Line 11.75 18.00 48.0 Block 1 SWall MinS->NWind Line 11.75 16.25 32.0 Block 1 SWall 1 S->NWind Line 11.75 18.00 61.7 Block 1 SWall 1 S->NWind Line 11.75 16.25 41.7 Block 1 SWall MinS->NWind Line 16.25 27.50 32.0 Block 1 SWall 1 S->NWind Line 16.25 27.50 41.7 Block 1 SWall 1 S->NWind Line 18.00 40.00 61.7 Block 1 SWall MinS->NWind Line 18.00 40.00 48.0 Block 1 SWall MinS->NWind Line 27.50 40.00 32.0 Block 1 SWall 1 S->NWind Line 27.50 40.00 41.7 Block 1 NWall 1 S->N Lee Line 0.00 16.25 44.7 Block 1 NWall MinS->N Lee Line 0.00 16.25 32.0 Block 1 NWall MinS->N Lee Line 0.00 16.25 48.0 Block 1 NWall 1 S->N Lee Line 0.00 16.25 29.8 Block 1 NWall MinS->N Lee Line 16.25 32.75 32.0 Block 1 NWall 1 S->N Lee Line 16.25 40.00 44.7 Block 1 NWall 1 S->N Lee Line 16.25 32.75 29.8 Block 1 NWall MinS->N Lee Line 16.25 40.00 48.0 Block 1 NWall 1 S->N Lee Line 32.75 40.00 29.8 Block 1 NWall MinS->N Lee Line 32.75 40.00 32.0 Block 1 SWall 1 N->S Lee Line 0.00 11.75 44.7 Block 1 SWall MinN->S Lee Line 0.00 11.75 48.0 Block 1 SWall MinN->S Lee Line 0.00 11.75 32.0 Block 1 SWall 1 N->S Lee Line 0.00 11.75 29.8 Block 1 SWall 1 N->S Lee Line 11.75 18.00 44.7 Block 1 SWall MinN->S Lee Line 11.75 18.00 48.0 Block 1 SWall MinN->S Lee Line 11.75 16.25 32.0 Block 1 SWall 1 N->S Lee Line 11.75 16.25 29.8 Block 1 SWall MinN->S Lee Line 16.25 27.50 32.0 Block 1 SWall 1 N->S Lee Line 16.25 27.50 29.8 Block 1 SWall 1 N->S Lee Line 18.00 40.00 44.7 Block 1 SWall MinN->S Lee Line 18.00 40.00 48.0 Block 1 SWall MinN->S Lee Line 27.50 40.00 32.0 Block 1 SWall 1 N->S Lee Line 27.50 40.00 29.8 Block 1 NWall 1 N->SWind Line 0.00 16.25 41.7 Block 1 NWall MinN->SWind Line 0.00 16.25 32.0 Block 1 NWall MinN->SWind Line 0.00 16.25 48.0 Block 1 NWall 1 N->SWind Line 0.00 16.25 61.7 Block 1 NWall 1 N->SWind Line 16.25 32.75 41.7 Block 1 NWall 1 N->SWind Line 16.25 40.00 61.7 Block 1 NWall MinN->SWind Line 16.25 40.00 48.0 Block 1 NWall MinN->SWind Line 16.25 32.75 32.0 Block 1 NWall MinN->SWind Line 32.75 40.00 32.0 Block 1 NWall 1 N->SWind Line 32.75 40.00 41.7 Legend: Block-Blockused in loadgeneration Accum. = loads fromoneblockcombinedwith another Manual = user-entered loads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhich loadsgeneratedorentered 9 Page 13 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 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. 10 Page 14 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 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 8.00 46.00 315.0 315.0 E-W Roof Block 1 6 Line 8.00 46.00 315.0 315.0 E-W Roof Block 2 3 Line 45.00 54.00 193.1 193.1 E-W Roof Block 2 6 Line 45.00 54.00 193.1 193.1 E-W Roof Block 3 3 Line 53.00 56.00 138.8 138.8 E-W Roof Block 3 5 Line 53.00 56.00 138.8 138.8 E-W Roof Block 4 1 Line 4.00 9.00 103.1 103.1 E-W Roof Block 4 2 Line 4.00 9.00 103.1 103.1 E-W Roof Block 5 3 Line 6.00 9.00 193.1 193.1 E-W Roof Block 5 6 Line 6.00 9.00 193.1 193.1 E-W Roof Block 6 4 Line 4.00 7.00 108.8 108.8 E-W Roof Block 6 6 Line 4.00 7.00 108.8 108.8 E-W R Gable Block 1 1 Line 9.00 27.00 76.4 0.0 E-W L Gable Block 1 1 Line 27.00 45.00 0.0 76.4 E-W L Gable Block 1 6 Line 9.00 27.00 76.4 0.0 E-W R Gable Block 1 6 Line 27.00 45.00 0.0 76.4 N-S Roof Block 1 Line -1.00 41.00 285.0 285.0 N-S Roof Block 1 D Line -1.00 41.00 285.0 285.0 N-S Roof Block 2 D Line 15.25 41.00 60.0 60.0 N-S Roof Block 2 E Line 15.25 41.00 75.0 75.0 N-S Roof Block 3 E Line 15.25 33.75 15.0 15.0 N-S Roof Block 3 Line 15.25 33.75 30.0 30.0 N-S Roof Block 4 B Line -1.00 12.75 45.0 45.0 N-S Roof Block 4 Line -1.00 12.75 30.0 30.0 N-S Roof Block 5 Line 15.25 41.00 30.0 30.0 N-S Roof Block 5 Line 15.25 41.00 15.0 15.0 N-S Roof Block 6 B Line 26.50 41.00 30.0 30.0 N-S Roof Block 6 Line 26.50 41.00 15.0 15.0 N-S R Gable Block 2 E Line 16.25 28.13 50.4 0.0 N-S L Gable Block 2 E Line 28.13 40.00 0.0 50.4 N-S R Gable Block 3 Line 16.25 24.50 35.0 0.0 N-S L Gable Block 3 Line 24.50 32.75 0.0 35.0 N-S L Gable Block 4 B Line 0.00 5.88 24.9 0.0 N-S R Gable Block 4 B Line 5.88 11.75 0.0 24.9 N-S L Gable Block 5 Line 16.25 28.13 50.4 0.0 N-S R Gable Block 5 Line 28.13 40.00 0.0 50.4 N-S L Gable Block 6 B Line 27.50 33.75 26.5 0.0 N-S R Gable Block 6 B Line 33.75 40.00 0.0 26.5 BothWall 1-1 n/a 1 Line 5.00 45.00 40.0 40.0 BothWall 2-1 n/a 2 Line 5.00 9.00 40.0 40.0 BothWall 3-1 n/a 3 Line 7.00 9.00 40.0 40.0 BothWall 3-2 n/a 3 Line 45.00 55.00 40.0 40.0 BothWall 4-1 n/a 4 Line 5.00 7.00 40.0 40.0 BothWall 5-1 n/a 5 Line 53.00 55.00 40.0 40.0 BothWall 6-1 n/a 6 Line 5.00 53.00 40.0 40.0 BothWall B-1 n/a B Line 0.00 11.75 40.0 40.0 BothWall B-4 n/a B Line 27.50 40.00 40.0 40.0 BothWall B-3 n/a Line 16.25 27.50 40.0 40.0 BothWall B-2 n/a Line 11.75 16.25 40.0 40.0 BothWall D-1 n/a D Line 0.00 16.25 40.0 40.0 BothWall E-2 n/a E Line 32.75 40.00 40.0 40.0 BothWall E-1 n/a Line 16.25 32.75 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 70.5 70.5 BothWall 1-1 n/a 1 Line 5.00 45.00 40.0 40.0 E-W Floor F2 n/a 1 Line 9.00 45.00 240.0 240.0 E-W Floor F1 n/a 2 Line 0.00 9.00 70.5 70.5 BothWall 2-1 n/a 2 Line 5.00 9.00 40.0 40.0 BothWall 3-1 n/a 3 Line 7.00 9.00 40.0 40.0 E-W Floor F3 n/a 3 Line 45.00 53.00 142.5 142.5 11 Page 15 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 BUILDINGMASSES(continued) Both Wall 3-2 n/a 3 Line 45.00 55.00 40.0 40.0 E-W Floor F4 n/a Line 3.00 9.00 132.0 132.0 BothWall 4-1 n/a 4 Line 5.00 7.00 40.0 40.0 BothWall 5-1 n/a 5 Line 53.00 55.00 40.0 40.0 E-W Floor F4 n/a 6 Line 3.00 9.00 132.0 132.0 BothWall 6-1 n/a 6 Line 5.00 53.00 40.0 40.0 E-W Floor F2 n/a 6 Line 9.00 45.00 240.0 240.0 E-W Floor F3 n/a 6 Line 45.00 53.00 142.5 142.5 N-S Floor F1 n/a A Line 0.00 11.75 270.0 270.0 N-S Floor F4 n/a Line 18.00 40.00 300.0 300.0 BothWall B-1 n/a B Line 0.00 11.75 40.0 40.0 BothWall B-4 n/a B Line 27.50 40.00 40.0 40.0 BothWall B-3 n/a Line 16.25 27.50 40.0 40.0 BothWall B-2 n/a Line 11.75 16.25 40.0 40.0 N-S Floor F2 n/a Line 11.75 16.25 216.0 216.0 N-S Floor F3 n/a Line 16.25 18.00 264.0 264.0 BothWall D-1 n/a D Line 0.00 16.25 40.0 40.0 N-S Floor F1 n/a D Line 0.00 11.75 270.0 270.0 N-S Floor F2 n/a D Line 11.75 16.25 216.0 216.0 N-S Floor F3 n/a E Line 16.25 18.00 264.0 264.0 N-S Floor F4 n/a E Line 18.00 40.00 300.0 300.0 BothWall E-2 n/a E Line 32.75 40.00 40.0 40.0 BothWall E-1 n/a Line 16.25 32.75 40.0 40.0 BothWall 1-1 n/a 1 Line 0.00 45.00 45.0 45.0 BothWall 2-1 n/a 2 Line 0.00 9.00 45.0 45.0 BothWall 3-2 n/a 3 Line 45.00 53.00 45.0 45.0 BothWall 3-1 n/a Line 3.00 9.00 45.0 45.0 BothWall 6-1 n/a 6 Line 3.00 53.00 45.0 45.0 BothWall A-1 n/a A Line 0.00 11.75 45.0 45.0 BothWall A-2 n/a Line 18.00 40.00 45.0 45.0 BothWall B-1 n/a Line 11.75 18.00 45.0 45.0 BothWall C-1 n/a C Line 18.50 30.00 27.0 27.0 BothWall D-1 n/a D Line 0.00 16.25 45.0 45.0 BothWall E-1 n/a E Line 16.25 40.00 45.0 45.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline that equivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserapplied area loadsonly 12 Page 16 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line 4.00 5.00 82.1 82.1 E-W Point 5.00 5.00 248 248 E-W Line 5.00 6.00 113.1 113.1 E-W Line 6.00 7.00 187.9 187.9 E-W Point 7.00 7.00 203 203 E-W Line 7.00 8.00 145.7 145.7 E-W Line 8.00 9.00 267.8 267.8 E-W Point 9.00 9.00 35 35 E-W Line 9.00 27.00 137.5 167.1 E-W Line 27.00 45.00 167.1 137.5 E-W Point 45.00 45.00 126 126 E-W Line 45.00 46.00 212.3 212.3 E-W Line 46.00 53.00 90.3 90.3 E-W Point 53.00 53.00 172 172 E-W Line 53.00 54.00 144.1 144.1 E-W Line 54.00 55.00 69.2 69.2 E-W Point 55.00 55.00 184 184 E-W Line 55.00 56.00 53.7 53.7 N-S Line -1.00 0.00 124.9 124.9 N-S Point 0.00 0.00 576 576 N-S Line 0.00 5.88 140.4 145.3 N-S Line 5.88 11.75 145.3 140.4 N-S Point 11.75 11.75 31 31 N-S Line 11.75 12.75 140.4 140.4 N-S Line 12.75 15.25 125.9 125.9 N-S Line 15.25 16.25 169.5 169.5 N-S Point 16.25 16.25 93 93 N-S Line 16.25 24.50 169.5 189.8 N-S Line 24.50 26.50 189.8 191.5 N-S Line 26.50 27.50 200.2 201.0 N-S Point 27.50 27.50 15 15 N-S Line 27.50 28.13 201.0 202.0 N-S Line 28.13 28.13 202.0 202.0 N-S Line 28.13 32.75 202.0 194.4 N-S Point 32.75 32.75 15 15 N-S Line 32.75 33.75 194.4 193.6 N-S Line 33.75 40.00 184.9 169.5 N-S Point 40.00 40.00 638 638 N-S Line 40.00 41.00 154.0 154.0 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 58 58 E-W Line 0.00 3.00 25.4 25.4 E-W Point 3.00 3.00 109 109 E-W Line 3.00 5.00 64.3 64.3 E-W Point 5.00 5.00 4509 4509 E-W Point 5.00 5.00 107 107 E-W Line 5.00 7.00 81.9 81.9 E-W Point 7.00 7.00 49 49 E-W Line 7.00 9.00 81.9 81.9 E-W Point 9.00 9.00 51 51 E-W Line 9.00 45.00 71.5 71.5 E-W Point 23.75 23.75 34 34 E-W Point 45.00 45.00 152 152 E-W Line 45.00 53.00 50.0 50.0 E-W Point 53.00 53.00 149 149 E-W Line 53.00 55.00 8.8 8.8 E-W Point 55.00 55.00 73 73 N-S Point 0.00 0.00 398 398 N-S Line 0.00 11.75 78.1 78.1 N-S Point 11.75 11.75 62 62 N-S Line 11.75 16.25 66.2 66.2 N-S Point 16.25 16.25 92 92 N-S Line 16.25 18.00 76.7 76.7 N-S Point 18.00 18.00 30 30 13 Page 17 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 SEISMICLOADS(continued) N-S Line 18.00 18.50 84.6 84.6 N-S Line 18.50 27.50 87.6 87.6 N-S Point 27.50 27.50 9 9 N-S Line 27.50 30.00 87.6 87.6 N-S Line 30.00 32.75 84.6 84.6 N-S Point 32.75 32.75 9 9 N-S Line 32.75 40.00 84.6 84.6 N-S Point 40.00 40.00 458 458 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. 14 Page 18 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 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). 15 Page 19 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 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 - - 2218 - - - 339 - - 5686 - -N->S - - 2208 - - - 339 - - 5686 - Wall1-1 2 S->N - - 2218 -1.0 - 339 - - 5686 - 2 N->S - - 2208 -1.0 - 339 - - 5686 - Seg. 1 -S->N 132.4 - 530 -1.0 - 339 -339 1358 0.39 -N->S 131.8 - 527 -1.0 - 339 -339 1358 0.39 Seg. 2 -S->N 132.4 - 530 -1.0 - 339 -339 1358 0.39 -N->S 131.8 - 527 -1.0 - 339 -339 1358 0.39 Seg. 3 -S->N 132.4 - 563 -1.0 - 339 -339 1443 0.39 -N->S 131.8 - 560 -1.0 - 339 -339 1443 0.39 Seg. 4 -S->N 132.4 - 596 -1.0 - 339 -339 1528 0.39 -N->S 131.8 - 593 -1.0 - 339 -339 1528 0.39 Level 1 Ln1,Lev1 -S->N - - 4353 - - - 339 - - 12814 - -N->S - - 4343 - - - 339 - - 12814 - Wall1-1 2 S->N - - 4353 -1.0 - 339 - - 12814 - 2 N->S - - 4343 -1.0 - 339 - - 12814 - Seg. 1 -S->N 115.3 - 2191 -1.0 - 339 -339 6450 0.34 -N->S 115.0 - 2186 -1.0 - 339 -339 6450 0.34 Seg. 2 -S->N 115.3 - 2162 -1.0 - 339 -339 6365 0.34 -N->S 115.0 - 2157 -1.0 - 339 -339 6365 0.34 Line 6 Level 2 Ln6,Lev2 -S->N - - 2531 - - - 339 - - 14257 - -N->S - - 2535 - - - 339 - - 14257 - Wall6-1 2 S->N - - 2531 -1.0 - 339 - - 14257 - 2 N->S - - 2535 -1.0 - 339 - - 14257 - Seg. 1 -S->N 60.3 - 1582 -1.0 - 339 -339 8911 0.18 -N->S 60.3 - 1584 -1.0 - 339 -339 8911 0.18 Seg. 2 -S->N 60.3 - 949 -1.0 - 339 -339 5346 0.18 -N->S 60.3 - 950 -1.0 - 339 -339 5346 0.18 Seg. 3 -Both 0.0 - 0 -1.0 - 339 -339 - - Level 1 Ln6,Lev1 -S->N - - 4665 - - - 339 - - 15275 - -N->S - - 4669 - - - 339 - - 15275 - Wall6-1 2 S->N - - 4665 -1.0 - 339 - - 15275 - 2 N->S - - 4669 -1.0 - 339 - - 15275 - Seg. 1 -S->N 103.7 - 4017 -1.0 - 339 -339 13154 0.31 -N->S 103.8 - 4021 -1.0 - 339 -339 13154 0.31 Seg. 2 -S->N 103.7 - 648 -1.0 - 339 -339 2122 0.31 -N->S 103.8 - 649 -1.0 - 339 -339 2122 0.31 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 1 LnA,Lev1 -Both - - 3773 - - - 832 - - 6659 - WallA-1 1 Both - - 1886 -1.0 - 832 - - 3329 - Seg. 1 -Both 314.4 - 943 -.67 - 555 -555 1665 0.57 Seg. 2 -Both 314.4 - 943 -.67 - 555 -555 1665 0.57 WallA-2 1 Both - - 1886 -1.0 - 832 - - 3329 - Seg. 1 -Both 314.4 - 943 -.67 - 555 -555 1665 0.57 Seg. 2 -Both 314.4 - 943 -.67 - 555 -555 1665 0.57 Line B Level 2 LnB,Lev2 -Both - - 2548 - - - 339 - - 12050 - WallB-1 2 Both - - 843 -1.0 - 339 - - 3989 - Seg. 1 -Both 160.7 18.5 402 -1.0 - 339 -339 849 0.47 Open. 1 -W->E -114.8 746 - - - 339 -339 2206 0.34 -E->W -114.9 747 - - - 339 -339 2206 0.34 Seg. 2 -Both 160.7 18.5 442 -1.0 - 339 -339 933 0.47 WallB-3 2 W->E - - 807 -1.0 - 339 - - 3819 - 2 E->W - - 808 -1.0 - 339 - - 3819 - Seg. 1 -Both 153.8 -10.3 385 -1.0 - 339 -339 849 0.45 Open. 1 -Both -143.6 861 - - - 339 - 339 2037 0.42 16 Page 20 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 SHEARRESULTS(flexiblewinddesign,continued) Seg. 2 -Both 153.8 -10.3 423 - 1.0 - 339 - 339 933 0.45 WallB-4 2 Both - - 897 -1.0 - 339 - - 4243 - Seg. 1 -Both 138.0 -13.4 449 -1.0 - 339 -339 1103 0.41 Open. 1 -Both -164.1 984 - - - 339 -339 2037 0.48 Seg. 2 -Both 138.0 -13.4 449 -1.0 - 339 -339 1103 0.41 Line C Level 1 LnC,Lev1 -Both - - 3129 - - - 339 - - 3904 - WallC-1 2^Both 272.1 - 3129 -1.0 - 339 -339 3904 0.80 Line E Level 2 LnE,Lev2 -Both - - 2139 - - - 637 - - 10511 - WallE-1 4 Both - - 2139 -1.0 - 637 - - 10511 - Seg. 1 -Both 251.7 -27.2 1070 -1.0 - 637 -637 2707 0.40 Open. 1 -Both -296.3 2371 - - - 637 -637 5096 0.47 Seg. 2 -Both 251.7 -27.2 1070 -1.0 - 637 -637 2707 0.40 Level 1 LnE,Lev1 -Both - - 3755 - - - 495 - - 7305 - WallE-1 3 Both - - 3755 -1.0 - 495 - - 7305 - Seg. 1 -Both 169.7 - 509 -.67 - 330 -330 990 0.51 Seg. 2 -Both 254.6 - 3246 -1.0 - 495 -495 6314 0.51 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. 17 Page 21 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 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 1052 1052 LIMIT w/o 1500 0.70 V Elem 0.00 5.13 1 1130 1130 Refer to upper level V Elem 0.00 8.88 1 1125 1125 Refer to upper level V Elem 0.00 15.13 1 1610 1610 Refer to upper level 1-1 L Op 1 0.00 18.88 1 2652 2652 STHD14 (8" S 3815 0.70 1-1 R Op 1 0.00 26.38 1 3165 3165 STHD14 (8" S 3815 0.83 V Elem 0.00 30.38 1 2104 2104 Refer to upper level V Elem 0.00 40.63 1 1256 1256 Refer to upper level 1-1 R End 0.00 44.88 1 2300 2300 STHD14 (8" S 3815 0.60 Line 6 6-1 L End 40.00 3.13 1 939 939 LIMIT w/o 1500 0.63 V Elem 40.00 5.13 1 713 713 Refer to upper level V Elem 40.00 31.13 1 714 714 Refer to upper level V Elem 40.00 33.38 1 603 603 Refer to upper level 6-1 L Op 1 40.00 41.63 1 940 940 LIMIT w/o 1500 0.63 6-1 R Op 1 40.00 46.88 1 972 972 LIMIT w/o 1500 0.65 V Elem 40.00 48.88 1 604 604 Refer to upper level 6-1 R End 40.00 52.88 1 973 973 LIMIT w/o 1500 0.65 Line A A-1 L End 0.12 0.00 1 3087 3087 STHD14 (8" S 3815 0.81 A-1 L Op 1 2.88 0.00 1 3087 3087 STHD14 (8" S 3815 0.81 A-1 R Op 1 8.88 0.00 1 3087 3087 STHD14 (8" S 3815 0.81 A-1 R End 11.63 0.00 1 3087 3087 STHD14 (8" S 3815 0.81 A-2 L End 18.13 3.00 1 3087 3087 STHD14 (8" S 3815 0.81 A-2 L Op 1 20.88 3.00 1 3087 3087 STHD14 (8" S 3815 0.81 A-2 R Op 1 37.13 3.00 1 3087 3087 STHD14 (8" S 3815 0.81 A-2 R End 39.88 3.00 1 3087 3087 STHD14 (8" S 3815 0.81 Line B V Elem 0.12 5.00 1 680 680 Refer to upper level V Elem 11.63 5.00 1 680 680 Refer to upper level V Elem 16.38 9.00 1 762 762 Refer to upper level V Elem 27.38 7.00 1 763 763 Refer to upper level V Elem 27.63 5.00 1 685 685 Refer to upper level V Elem 39.88 5.00 1 685 685 Refer to upper level Line C C-1 L End 18.63 23.75 1 2503 2503 STHD14 (8" S 3815 0.66 C-1 R End 29.88 23.75 1 2503 2503 STHD14 (8" S 3815 0.66 Line E E-1 L End 16.38 53.00 1 2953 2953 STHD14 (8" S 3815 0.77 E-1 L Op 1 19.12 53.00 1 1666 1666 STHD14 (8" S 3815 0.44 E-1 R Op 1 27.38 53.00 1 2337 2337 STHD14 (8" S 3815 0.61 V Elem 32.62 53.00 1 1287 1287 Refer to upper level E-1 R End 39.88 53.00 1 2337 2337 STHD14 (8" S 3815 0.61 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 1130 1130 LIMIT w/o 1500 0.75 1-1 L Op 1 0.00 8.88 1 1125 1125 LIMIT w/o 1500 0.75 1-1 R Op 1 0.00 15.13 1 1610 1610 MST48 3425 0.47 1-1 L Op 2 0.00 18.88 1 1603 1603 MST48 3425 0.47 1-1 R Op 2 0.00 26.38 1 2113 2113 MST48 3425 0.62 1-1 L Op 3 0.00 30.38 1 2104 2104 MST48 3425 0.61 1-1 R Op 3 0.00 40.63 1 1256 1256 MST48 3425 0.37 1-1 R End 0.00 44.88 1 1250 1250 MST48 3425 0.36 Line 6 6-1 L End 40.00 5.13 1 713 713 LIMIT w/o 1500 0.48 6-1 L Op 1 40.00 31.13 1 714 714 LIMIT w/o 1500 0.48 6-1 R Op 1 40.00 33.38 1 603 603 LIMIT w/o 1500 0.40 6-1 L Op 2 40.00 48.88 1 604 604 LIMIT w/o 1500 0.40 Line B B-1 L End 0.12 5.00 1 680 680 LIMIT w/o 1500 0.45 B-1 R End 11.63 5.00 1 680 680 LIMIT w/o 1500 0.45 B-3 L End 16.38 7.00 1 762 762 LIMIT w/o 1500 0.51 B-3 R End 27.38 7.00 1 763 763 LIMIT w/o 1500 0.51 B-4 L End 27.63 5.00 1 685 685 LIMIT w/o 1500 0.46 B-4 R End 39.88 5.00 1 685 685 LIMIT w/o 1500 0.46 Line E 18 Page 22 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 Hold-DownandCompressionDesign(flexiblewinddesign,continued) E-1 L End 16.38 55.00 1 1287 1287 MSTC48B3 3315 0.39 E-1 R End 32.62 55.00 1 1287 1287 MSTC48B3 3315 0.39 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. 19 Page 23 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 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 19.00 353 -352 1-1 Right Opening 1 0.00 26.25 -348 348 Line 6 6-1 Left Opening 1 40.00 41.75 402 -402 6-1 Right Opening 1 40.00 46.75 -65 65 Line A A-1 Left Opening 1 3.00 0.00 660 -660 A-1 Right Opening 1 8.75 0.00 118 -118 A-1 Right Wall End 11.75 0.00 778 -778 A-2 Left Wall End 18.00 3.00 189 -189 A-2 Left Opening 1 21.00 3.00 849 -849 A-2 Right Opening 1 37.00 3.00 -660 660 Line C C-1 Left Wall End 18.50 23.75 -1447 1447 C-1 Right Wall End 30.00 23.75 782 -782 Line E E-1 Left Opening 1 19.25 53.00 35 -35 E-1 Right Opening 1 27.25 53.00 -1230 1230 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 9.00 308 -307 1-1 Right Opening 1 0.00 15.00 -25 25 1-1 Left Opening 2 0.00 19.00 283 -282 1-1 Right Opening 2 0.00 26.25 -119 118 1-1 Left Opening 3 0.00 30.50 208 -207 1-1 Right Opening 3 0.00 40.50 -346 345 Line 6 6-1 Left Opening 1 40.00 31.25 198 -198 6-1 Right Opening 1 40.00 33.25 92 -92 6-1 Left Opening 2 40.00 49.00 211 -211 Line B B-1 Left Opening 1 2.50 5.00 -113 113 B-1 Right Opening 1 9.00 5.00 219 -219 B-1 Right Wall End 11.75 5.00 95 -95 B-3 Left Wall End 16.25 7.00 -192 192 B-3 Left Opening 1 18.75 7.00 -377 377 B-3 Right Opening 1 24.75 7.00 102 -102 B-4 Left Opening 1 30.75 5.00 -352 352 B-4 Right Opening 1 36.75 5.00 251 -251 B-1 Left Opening 1 2.50 5.00 355 355 B-1 Right Opening 1 9.00 5.00 391 391 B-3 Left Opening 1 18.75 7.00 410 410 B-3 Right Opening 1 24.75 7.00 451 451 B-4 Left Opening 1 30.75 5.00 492 492 B-4 Right Opening 1 36.75 5.00 492 492 Line E E-1 Left Opening 1 20.50 55.00 -667 667 E-1 Right Opening 1 28.50 55.00 667 -667 E-1 Right Wall End 32.75 55.00 0 0 E-1 Left Opening 1 20.50 55.00 1185 1185 E-1 Right Opening 1 28.50 55.00 1185 1185 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 20 Page 24 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 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 43160 1782.5 5852 5852 16116 14245 7299 7299 7299 7299 1 39154 1867.8 3013 3013 12762 20064 6622 14513 6622 6622 All 82314 -8865 8865 - - - - - - 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 = 0.792,butV1 / Vr1 = 0.695,so theweakstory ispermitted. 21 Page 25 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 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 - - 2750 - - - 242 - - 4061 - Wall1-1 2 Both - - 2750 -1.0 - 242 - - 4061 - Seg. 1 -Both 164.2 - 657 -1.0 - 242 -242 970 0.68 Seg. 2 -Both 164.2 - 657 -1.0 - 242 -242 970 0.68 Seg. 3 -Both 164.2 - 698 -1.0 - 242 -242 1030 0.68 Seg. 4 -Both 164.2 - 739 -1.0 - 242 -242 1091 0.68 Level 1 Ln1,Lev1 -Both - - 4217 - - - 242 - - 9153 - Wall1-1 2 Both - - 4217 -1.0 - 242 - - 9153 - Seg. 1 -Both 111.7 - 2123 -1.0 - 242 -242 4607 0.46 Seg. 2 -Both 111.7 - 2095 -1.0 - 242 -242 4546 0.46 Line 6 Level 2 Ln6,Lev2 -Both - - 3102 - - - 242 - - 10184 - Wall6-1 2 Both - - 3102 -1.0 - 242 - - 10184 - Seg. 1 -Both 73.8 - 1939 -1.0 - 242 -242 6365 0.30 Seg. 2 -Both 73.8 - 1163 -1.0 - 242 -242 3819 0.30 Seg. 3 -Both 0.0 - 0 -1.0 - 242 -242 - - Level 1 Ln6,Lev1 -Both - - 4647 - - - 242 - - 10911 - Wall6-1 2 Both - - 4647 -1.0 - 242 - - 10911 - Seg. 1 -Both 103.3 - 4002 -1.0 - 242 -242 9395 0.43 Seg. 2 -Both 103.3 - 645 -1.0 - 242 -242 1515 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 -Both - - 3504 - - - 595 - - 4756 - WallA-1 1^Both - - 1752 -1.0 - 595 - - 2378 - Seg. 1 -Both 292.0 - 876 -.67 - 396 -396 1189 0.74 Seg. 2 -Both 292.0 - 876 -.67 - 396 -396 1189 0.74 WallA-2 1^Both - - 1752 -1.0 - 595 - - 2378 - Seg. 1 -Both 292.0 - 876 -.67 - 396 -396 1189 0.74 Seg. 2 -Both 292.0 - 876 -.67 - 396 -396 1189 0.74 Line B Level 2 LnB,Lev2 -Both - - 3157 - - - 242 - - 8607 - WallB-1 2 Both - - 1045 -1.0 - 242 - - 2849 - Seg. 1 -Both 199.0 22.9 498 -1.0 - 242 -242 606 0.82 Open. 1 -Both -142.3 925 - - - 242 -242 1576 0.59 Seg. 2 -Both 199.0 22.9 547 -1.0 - 242 -242 667 0.82 WallB-3 2 Both - - 1000 -1.0 - 242 - - 2728 - Seg. 1 -Both 190.5 -12.7 476 -1.0 - 242 -242 606 0.79 Open. 1 -Both -177.8 1067 - - - 242 -242 1455 0.73 Seg. 2 -Both 190.5 -12.7 524 -1.0 - 242 -242 667 0.79 WallB-4 2 Both - - 1111 -1.0 - 242 - - 3031 - Seg. 1 -Both 171.0 -16.6 556 -1.0 - 242 -242 788 0.71 Open. 1 -Both -203.2 1219 - - - 242 -242 1455 0.84 Seg. 2 -Both 171.0 -16.6 556 -1.0 - 242 -242 788 0.71 Line C Level 1 LnC,Lev1 -Both - - 1793 - - - 242 - - 2788 - WallC-1 2 Both 155.9 - 1793 -1.0 - 242 -242 2788 0.64 Line E Level 2 LnE,Lev2 -Both - - 2695 - - - 455 - - 7508 - WallE-1 4^Both - - 2695 -1.0 - 455 - - 7508 - Seg. 1 -Both 317.1 -34.3 1348 -1.0 - 455 -455 1934 0.70 Open. 1 -Both -373.4 2987 - - - 455 -455 3640 0.82 Seg. 2 -Both 317.1 -34.3 1348 -1.0 - 455 -455 1934 0.70 Level 1 LnE,Lev1 -Both - - 3568 - - - 354 - - 5218 - WallE-1 3^Both - - 3568 -1.0 - 354 - - 5218 - Seg. 1 -Both 161.3 - 484 -.67 - 236 -236 707 0.68 Seg. 2 -Both 241.9 - 3084 -1.0 - 354 -354 4510 0.68 Legend: 22 Page 26 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 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. 23 Page 27 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 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 1019 1019 LIMIT w/o 1500 0.68 V Elem 0.00 5.13 1401 1401 Refer to upper level V Elem 0.00 8.88 1401 1401 Refer to upper level V Elem 0.00 15.13 1996 1996 Refer to upper level 1-1 L Op 1 0.00 18.88 3015 3015 STHD14 (8" S 3815 0.79 1-1 R Op 1 0.00 26.38 3638 3638 STHD14 (8" S 3815 0.95 V Elem 0.00 30.38 2619 2619 Refer to upper level V Elem 0.00 40.63 1557 1557 Refer to upper level 1-1 R End 0.00 44.88 2576 2576 STHD14 (8" S 3815 0.68 Line 6 6-1 L End 40.00 3.13 935 935 LIMIT w/o 1500 0.62 V Elem 40.00 5.13 874 874 Refer to upper level V Elem 40.00 31.13 874 874 Refer to upper level V Elem 40.00 33.38 739 739 Refer to upper level 6-1 L Op 1 40.00 41.63 935 935 LIMIT w/o 1500 0.62 6-1 R Op 1 40.00 46.88 968 968 LIMIT w/o 1500 0.65 V Elem 40.00 48.88 739 739 Refer to upper level 6-1 R End 40.00 52.88 968 968 LIMIT w/o 1500 0.65 Line A A-1 L End 0.12 0.00 2867 2867 STHD14 (8" S 3815 0.75 A-1 L Op 1 2.88 0.00 2867 2867 STHD14 (8" S 3815 0.75 A-1 R Op 1 8.88 0.00 2867 2867 STHD14 (8" S 3815 0.75 A-1 R End 11.63 0.00 2867 2867 STHD14 (8" S 3815 0.75 A-2 L End 18.13 3.00 2867 2867 STHD14 (8" S 3815 0.75 A-2 L Op 1 20.88 3.00 2867 2867 STHD14 (8" S 3815 0.75 A-2 R Op 1 37.13 3.00 2867 2867 STHD14 (8" S 3815 0.75 A-2 R End 39.88 3.00 2867 2867 STHD14 (8" S 3815 0.75 Line B V Elem 0.12 5.00 842 842 Refer to upper level V Elem 11.63 5.00 842 842 Refer to upper level V Elem 16.38 9.00 945 945 Refer to upper level V Elem 27.38 7.00 945 945 Refer to upper level V Elem 27.63 5.00 849 849 Refer to upper level V Elem 39.88 5.00 849 849 Refer to upper level Line C C-1 L End 18.63 23.75 1434 1434 STHD14 (8" S 3815 0.38 C-1 R End 29.88 23.75 1434 1434 STHD14 (8" S 3815 0.38 Line E E-1 L End 16.38 53.00 3205 3205 STHD14 (8" S 3815 0.84 E-1 L Op 1 19.12 53.00 1583 1583 STHD14 (8" S 3815 0.41 E-1 R Op 1 27.38 53.00 2221 2221 STHD14 (8" S 3815 0.58 V Elem 32.62 53.00 1622 1622 Refer to upper level E-1 R End 39.88 53.00 2221 2221 STHD14 (8" S 3815 0.58 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 1401 1401 LIMIT w/o 1500 0.93 1-1 L Op 1 0.00 8.88 1401 1401 LIMIT w/o 1500 0.93 1-1 R Op 1 0.00 15.13 1996 1996 MST48 3425 0.58 1-1 L Op 2 0.00 18.88 1996 1996 MST48 3425 0.58 1-1 R Op 2 0.00 26.38 2619 2619 MST48 3425 0.76 1-1 L Op 3 0.00 30.38 2619 2619 MST48 3425 0.76 1-1 R Op 3 0.00 40.63 1557 1557 MST48 3425 0.45 1-1 R End 0.00 44.88 1557 1557 MST48 3425 0.45 Line 6 6-1 L End 40.00 5.13 874 874 LIMIT w/o 1500 0.58 6-1 L Op 1 40.00 31.13 874 874 LIMIT w/o 1500 0.58 6-1 R Op 1 40.00 33.38 739 739 LIMIT w/o 1500 0.49 6-1 L Op 2 40.00 48.88 739 739 LIMIT w/o 1500 0.49 Line B B-1 L End 0.12 5.00 842 842 LIMIT w/o 1500 0.56 B-1 R End 11.63 5.00 842 842 LIMIT w/o 1500 0.56 B-3 L End 16.38 7.00 945 945 LIMIT w/o 1500 0.63 B-3 R End 27.38 7.00 945 945 LIMIT w/o 1500 0.63 B-4 L End 27.63 5.00 849 849 LIMIT w/o 1500 0.57 B-4 R End 39.88 5.00 849 849 LIMIT w/o 1500 0.57 Line E 24 Page 28 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) E-1 L End 16.38 55.00 1622 1622 MSTC48B3 3315 0.49 E-1 R End 32.62 55.00 1622 1622 MSTC48B3 3315 0.49 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. 25 Page 29 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 7469 7469 1-1 Left Opening 1 0.00 19.00 606 -606 1-1 Right Opening 1 0.00 26.25 -598 598 Line 6 Shearline force 8123 8123 6-1 Left Opening 1 40.00 41.75 699 -699 6-1 Right Opening 1 40.00 46.75 -113 113 Line A Shearline force 8522 8522 A-1 Left Opening 1 3.00 0.00 1491-1491 A-1 Right Opening 1 8.75 0.00 266 -266 A-1 Right Wall End 11.75 0.00 1758-1758 A-2 Left Wall End 18.00 3.00 426 -426 A-2 Left Opening 1 21.00 3.00 1917-1917 A-2 Right Opening 1 37.00 3.00 -1491 1491 Line C Shearline force 4073 4073 C-1 Left Wall End 18.50 23.75 -1884 1884 C-1 Right Wall End 30.00 23.75 1018-1018 Line E Shearline force 4613 4613 E-1 Left Opening 1 19.25 53.00 43 -43 E-1 Right Opening 1 27.25 53.00 -1511 1511 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 3430 3430 1-1 Left Opening 1 0.00 9.00 476 -476 1-1 Right Opening 1 0.00 15.00 -38 38 1-1 Left Opening 2 0.00 19.00 438 -438 1-1 Right Opening 2 0.00 26.25 -184 184 1-1 Left Opening 3 0.00 30.50 322 -322 1-1 Right Opening 3 0.00 40.50 -536 536 Line 6 Shearline force 3869 3869 6-1 Left Opening 1 40.00 31.25 302 -302 6-1 Right Opening 1 40.00 33.25 141 -141 6-1 Left Opening 2 40.00 49.00 322 -322 Line B Shearline force 3937 3937 B-1 Left Opening 1 2.50 5.00 -175 175 B-1 Right Opening 1 9.00 5.00 339 -339 B-1 Right Wall End 11.75 5.00 147 -147 B-3 Left Wall End 16.25 7.00 -296 296 B-3 Left Opening 1 18.75 7.00 -582 582 B-3 Right Opening 1 24.75 7.00 158 -158 B-4 Left Opening 1 30.75 5.00 -543 543 B-4 Right Opening 1 36.75 5.00 387 -387 B-1 Left Opening 1 2.50 5.00 440 440 B-1 Right Opening 1 9.00 5.00 484 484 B-3 Left Opening 1 18.75 7.00 508 508 B-3 Right Opening 1 24.75 7.00 559 559 B-4 Left Opening 1 30.75 5.00 610 610 B-4 Right Opening 1 36.75 5.00 610 610 Line E Shearline force 3362 3362 E-1 Left Opening 1 20.50 55.00 -1048 1048 E-1 Right Opening 1 28.50 55.00 1048-1048 E-1 Left Opening 1 20.50 55.00 1493 1493 E-1 Right Opening 1 28.50 55.00 1493 1493 Legend: Line-Wall-Shearline and wallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView DragstrutForce-Axial force in transferelement at openings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline forceshown.ForSDCC-F, it is thegreaterof thedesignshearline forceand thediaphragm forceFpx,added 26 Page 30 of 52 WoodWorks®Shearwalls 2996-AB-SHEAR.wsw Jun. 19, 2024 11:50:17 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 27 Page 31 of 52 R4 June24,202415:36 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.16 0.41 15.00(8.00') psf Load2 Snow Partial Area 0.16 0.41 25.00(8.00') psf Load3 Dead Partial Area 0.41 6.16 15.00(2.00') psf Load4 Snow Partial Area 0.41 6.16 25.00(2.00') psf Load5 Dead Point 0.41 1602 lbs Load6 Snow Point 0.41 2614 lbs Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.206' 6.103'0' Unfactored: Dead 1644 197 Snow 2657 295 Factored: Total 4301 492 Bearing: Capacity Beam 4301 1094 Support 4761 1211 Des ratio Beam 1.00 0.45 Support 0.90 0.41 Load comb #2 #2 Length 1.97 0.50* Min req'd 1.97 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 R4 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.19';Clearspan:6.0';Volume = 1.1cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 110 Fv' = 207 psi fv*/Fv' = 0.53 Bending(+) fb = 555 Fb' = 1333 psi fb/Fb' = 0.42 Live Defl'n 0.03 = < L/999 0.20 = L/360 in 0.14 Total Defl'n 0.06 = < L/999 0.31 = L/240 in 0.19 *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 2 Fb'+ 900 1.15 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 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 = 4301, V design* = 1854 (NDS 3.4.3.1(a)) lbs; M(+) = 1417 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 6.13' Le = 11.75' RB = 9.1 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. BEAMS R1-R3 NOT USED Page 32 of 52 SF1 June24,202415:37 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(6.00') psf Load2 Snow Full Area 25.00(6.00') psf Self-weight Dead Full UDL 15.0 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 15.932' 15.883'0' Unfactored: Dead 836 836 Snow 1195 1195 Factored: Total 2031 2031 Bearing: Capacity Beam 2031 2031 Support 2170 2170 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 0.59 0.59 Min req'd 0.59 0.59 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF1 Timber-soft, D.Fir-L, No.2,6x12(5-1/2"x11-1/2") Supports:All-Timber-softBeam, D.Fir-L No.2 Totallength:15.94'; Clear span:15.813';Volume=7.0 cu.ft.;Beamor stringer Lateral support: top=at supports,bottom=at supports; ThissectionPASSESthedesigncodecheck. Analysisvs.Allowable StressandDeflection using NDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 42 Fv' = 195 psi fv/Fv' = 0.22 Bending(+) fb = 796 Fb' = 991 psi fb/Fb' = 0.80 Live Defl'n 0.24 = L/804 0.53 = L/360 in 0.45 Total Defl'n 0.49 = L/392 0.79 = L/240 in 0.61 AdditionalData: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 0.985 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 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 = 2025, V design = 1775 (NDS 3.4.3.1(a)) lbs; M(+) = 8041 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 = 15.88' Le = 29.25' RB = 11.5 DesignNotes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuilding Code(IBC2021)and the National DesignSpecification(NDS2018),usingAllowableStress Design(ASD). Design valuesare from the NDSSupplement. 2.Please verify that thedefaultdeflectionlimitsareappropriate for yourapplication. 3.Sawnlumberbendingmembers shallbelaterally supportedaccording to theprovisionsof NDS Clause4.4.1. Page 33 of 52 SF2 June24,202415:38 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL No 80.0 plf Load2 Dead Full Area No 12.00(1.00') psf Load3 Live Full Area Yes 40.00(1.00') psf Load4 Dead Full Area No 15.00(1.00') psf Load5 Snow Full Area Yes 25.00(1.00') psf Load6 Dead Partial Area No 0.09 8.09 15.00(14.00') psf Load7 Snow Partial Area Yes 0.09 8.09 25.00(14.00') psf Load8 Dead Partial Area No 7.97 9.81 15.00(10.17') psf Load9 Snow Partial Area Yes 7.97 9.81 25.00(10.17') psf Load10 Earthquake Point No 9.81 4055 lbs Self-weight Dead Full UDL No 18.2 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 9.813' 7.657'9.769'0' Unfactored: Dead 1196 1992 Live 155 249 Snow 1379 2176 Earthquake -1119 5174 Factored: Uplift -65 Total 2576 6527 Bearing: Capacity Beam 2792 8059 Support 2576 6527 Des ratio Beam 0.92 0.81 Support 1.00 1.00 Load comb #13 #5 Length 1.06 2.69 Min req'd 1.06** 2.69** Cb 1.00 1.14 Cb min 1.00 1.14 Cb support 1.11 1.11 Fcp sup 625 625 **Minimumbearing lengthgovernedby therequiredwidthof thesupportingmember. 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:9.81';Clearspan:7.5',2.0';Volume = 4.3cu.ft. Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 75 Fv' = 456 psi fv/Fv' = 0.16 Bending(+) fb = 301 Fb' = 2828 psi fb/Fb' = 0.11 Bending(-) fb = 421 Fb' = 1110 psi fb/Fb' = 0.38 Deflection: Interior Live 0.01 = < L/999 0.26 = L/360 in 0.05 Total 0.03 = < L/999 0.38 = L/240 in 0.08 Cantil. Live 0.04 = L/685 0.14 = L/180 in 0.26 Total 0.03 = L/794 0.21 = L/120 in 0.15 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 285 1.60 - 1.00 - - - - 1.00 - 8 Fb'+ 2600 1.15 - 1.00 1.000 0.946 - 1.00 1.00 - 13 Fb'- 2600 1.60 - 1.00 0.267 0.946 - 1.00 1.00 - 8 Fcp' 750 - - 1.00 - - - - 1.00 - - E' 1.9 million - 1.00 - - - - 1.00 - 13 Eminy' 0.95 million - 1.00 - - - - 1.00 - 13 CRITICALLOADCOMBINATIONS: Shear : LC #8 = D + 0.7E Bending(+): LC #13 = D + S (pattern: Ss) Bending(-): LC #8 = D + 0.7E Deflection: LC #13 = (live) LC #13 = (total) Bearing : Support 1 – LC #13 = D + S (pattern: Ss) Support 2 – LC #5 = D + 0.75(L + S + 0.7E) Uplift : Support 1 – LC #9 = 0.6D + 0.7E Load Types: D=dead L=live S=snow E=earthquake 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 = 3465, V design = 3142 (NDS 3.4.3.1(a)) lbs M(+) = 4740 lbs-ft; M(-) = 6625 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 = 7.69' Le = 14.31' RB = 31.8 Lu based on full span; 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.Thecritical deflectionvaluehasbeendeterminedusing maximum back-spandeflection.Cantileverdeflectionsdonotgoverndesign. 5.SCL:Structuralcomposite lumberdesign hasassumed:-dryserviceconditions-nopreservativeorfire-retardant treatment-nonotches 6.BUILT-UPSCL:Contactmanufacturerforconnectiondetailswhenside-loadedorwhen loadsarenotappliedequally toall plies. 7.SCL:Sheardeflection iscalculatedusing truemodulusofelasticityEandshearmodulusG = E/16. Page 34 of 52 SF3 June24,202415:40 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial UDL No 11.88 13.68 80.0 80.0 plf Load2 Dead Partial Area No 0.04 12.04 12.00(2.00') psf Load3 Live Partial Area Yes 0.04 12.04 40.00(2.00') psf Load4 Dead Partial Area No 11.88 13.68 12.00(1.00') psf Load5 Live Partial Area Yes 11.88 13.68 40.00(1.00') psf Load6 Dead Partial Area No 11.88 13.68 15.00(10.17') psf Load7 Snow Partial Area Yes 11.88 13.68 25.00(10.17') psf Load8 Earthquake Point No 13.68 4055 lbs Self-weight Dead Full UDL No 18.2 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 13.684' 11.592'13.663'0' Unfactored: Dead 196 780 Live 462 578 Snow -46 504 Earthquake -724 4779 Factored: Uplift -390 Total 658 4126 Bearing: Capacity Beam 1312 5456 Support 1211 4126 Des ratio Beam 0.50 0.76 Support 0.54 1.00 Load comb #10 #8 Length 0.50* 1.70 Min req'd 0.50* 1.70** Cb 1.00 1.22 Cb min 1.00 1.22 Cb support 1.11 1.11 Fcp sup 625 625 *Minimumbearing lengthsettingused:1/2"forendsupports **Minimumbearing lengthgovernedby therequiredwidthof thesupportingmember. SF3 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:13.69';Clearspan:11.5',2.0';Volume = 6.0cu.ft. Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 74 Fv' = 456 psi fv/Fv' = 0.16 Bending(+) fb = 113 Fb' = 2460 psi fb/Fb' = 0.05 Bending(-) fb = 409 Fb' = 755 psi fb/Fb' = 0.54 Deflection: Interior Live -0.03 = < L/999 0.39 = L/360 in 0.07 Total -0.03 = < L/999 0.58 = L/240 in 0.04 Cantil. Live 0.04 = L/575 0.14 = L/180 in 0.31 Total 0.04 = L/556 0.21 = L/120 in 0.22 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 285 1.60 - 1.00 - - - - 1.00 - 8 Fb'+ 2600 1.00 - 1.00 1.000 0.946 - 1.00 1.00 - 10 Fb'- 2600 1.60 - 1.00 0.182 0.946 - 1.00 1.00 - 8 Fcp' 750 - - 1.00 - - - - 1.00 - - E' 1.9 million - 1.00 - - - - 1.00 - 8 Eminy' 0.95 million - 1.00 - - - - 1.00 - 8 CRITICALLOADCOMBINATIONS: Shear : LC #8 = D + 0.7E Bending(+): LC #10 = D + L (pattern: L_) Bending(-): LC #8 = D + 0.7E Deflection: LC #8 = D + 0.7E (live) LC #9 = .6D+.7E (total) Bearing : Support 1 – LC #10 = D + L (pattern: L_) Support 2 – LC #8 = D + 0.7E Uplift : Support 1 – LC #9 = 0.6D + 0.7E Load Types: D=dead L=live S=snow E=earthquake 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 = 3327, V design = 3112 (NDS 3.4.3.1(a)) lbs M(+) = 1783 lbs-ft; M(-) = 6435 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 = 11.56' Le = 21.19' RB = 38.7 Lu based on full span; 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.Thecritical deflectionvaluehasbeendeterminedusing maximum back-spandeflection.Cantileverdeflectionsdonotgoverndesign. 5.SCL:Structuralcomposite lumberdesign hasassumed:-dryserviceconditions-nopreservativeorfire-retardant treatment-nonotches 6.BUILT-UPSCL:Contactmanufacturerforconnectiondetailswhenside-loadedorwhen loadsarenotappliedequally toall plies. 7.SCL:Sheardeflection iscalculatedusing truemodulusofelasticityEandshearmodulusG = E/16. Page 35 of 52 SF4 June24,202415:40 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.04 6.54 15.00(4.00') psf Load2 Snow Partial Area 0.04 6.54 25.00(4.00') psf Load3 Dead Partial Area 6.54 16.04 15.00(3.00') psf Load4 Snow Partial Area 6.54 16.04 25.00(3.00') psf Self-weight Dead Full UDL 12.4 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 16.083' 16.042'0' Unfactored: Dead 537 479 Snow 729 633 Factored: Total 1267 1113 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.74 0.65 Support 0.69 0.61 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimumbearinglength settingused:1/2" forend supports SF4 Timber-soft, D.Fir-L, No.2,6x10(5-1/2"x9-1/2") Supports:All-Timber-softBeam, D.Fir-L No.2 Totallength:16.06'; Clear span:16.0';Volume=5.8 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 = 32 Fv' = 195 psi fv/Fv' = 0.17 Bending(+) fb = 681 Fb' = 1006 psi fb/Fb' = 0.68 Live Defl'n 0.24 = L/787 0.53 = L/360 in 0.46 Total Defl'n 0.52 = L/371 0.80 = L/240 in 0.65 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 = 1267, V design = 1131 (NDS 3.4.3.1(a)) lbs; M(+) = 4694 lbs-ft EI = 510.84e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" DesignNotes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuilding Code(IBC2021)and the National DesignSpecification(NDS2018),usingAllowableStress Design(ASD). Design valuesare from the NDSSupplement. 2.Please verify that thedefaultdeflectionlimitsareappropriate for yourapplication. 3.Sawnlumberbendingmembers shallbelaterally supportedaccording to theprovisionsof NDS Clause4.4.1. Page 36 of 52 SF5 June24,202415:40 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(6.75') psf Load3 Live Full Area 40.00(6.75') psf Load4 Dead Full Area 15.00(2.00') psf Load5 Snow Full Area 25.00(2.00') psf Self-weight Dead Full UDL 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 8.145' 8.073'0' Unfactored: Dead 809 809 Live 1100 1100 Snow 204 204 Factored: Total 1909 1909 Bearing: Capacity Beam 1909 1909 Support 2113 2113 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.87 0.87 Min req'd 0.87 0.87 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF5 Lumber-soft, D.Fir-L, No.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:8.13';Clearspan:8.0';Volume = 1.8cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 70 Fv' = 180 psi fv/Fv' = 0.39 Bending(+) fb = 918 Fb' = 1065 psi fb/Fb' = 0.86 Live Defl'n 0.07 = < L/999 0.27 = L/360 in 0.26 Total Defl'n 0.15 = L/659 0.40 = L/240 in 0.36 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.987 1.200 - 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 + 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 = 1892, V design = 1514 (NDS 3.4.3.1(a)) lbs; M(+) = 3818 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 = 8.06' Le = 15.50' RB = 11.8 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 37 of 52 SF6 June24,202415:49 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(9.00') psf Load3 Live Full Area 40.00(9.00') psf Load4 Dead Full Area 15.00(4.00') psf Load5 Snow Full Area 25.00(4.00') psf Load6 Dead Partial Area 2.33 8.17 15.00(20.00') psf Load7 Snow Partial Area 2.33 8.17 25.00(20.00') psf Load8 Dead Partial Area 11.17 12.17 15.00(20.00') psf Load9 Snow Partial Area 11.17 12.17 25.00(20.00') psf Load10 Dead Point 2.34 333 lbs Load11 Snow Point 2.34 771 lbs Load12 Dead Point 8.17 333 lbs Load13 Snow Point 8.17 771 lbs Load14 Dead Point 11.17 333 lbs Load15 Snow Point 11.17 771 lbs Self-weight Dead Full UDL 15.2 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 12.346' 12.173'0' Unfactored: Dead 3057 3238 Live 2221 2223 Snow 3276 3688 Factored: Total 7181 7672 Bearing: Capacity Beam 7181 7672 Support 7375 7880 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #3 #3 Length 2.01 2.15 Min req'd 2.01 2.15 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF6 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x12" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:12.38';Clearspan:12';Volume = 5.7cu.ft.;8laminations,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 = 146 Fv' = 305 psi fv/Fv' = 0.48 Bending(+) fb = 2153 Fb' = 2705 psi fb/Fb' = 0.80 Live Defl'n 0.25 = L/578 0.41 = L/360 in 0.62 Total Defl'n 0.53 = L/273 0.61 = L/240 in 0.88 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 0.980 1.000 - - 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 CRITICALLOADCOMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75(L + S) Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 – LC #3 = D + 0.75(L + S) Support 2 – LC #3 = D + 0.75(L + S) Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 7131, V design = 6439 (NDS 3.4.3.1(a)) lbs; M(+) = 23679 lbs-ft EI = 1425.58e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 12.19' Le = 22.81' 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 38 of 52 SF7 June24,202415:50 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.17 1.67 12.00(13.00') psf Load2 Live Partial Area 0.17 1.67 40.00(13.00') psf Load3 Dead Partial Area 1.67 12.84 12.00(14.08') psf Load4 Live Partial Area 1.67 12.84 40.00(14.08') psf Self-weight Dead Full UDL 12.1 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 13.009' 12.838'0' Unfactored: Dead 1130 1147 Live 3507 3565 Factored: Total 4637 4712 Bearing: Capacity Beam 4637 4712 Support 4937 5016 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 2.04 2.07 Min req'd 2.04 2.07 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF7 Glulam-Unbalan.,WestSpecies,24F-V4 DF,3-1/2"x15" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:13.0';Clearspan:12.688';Volume = 4.7cu.ft.;10laminations,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 = 108 Fv' = 265 psi fv/Fv' = 0.41 Bending(+) fb = 1399 Fb' = 2095 psi fb/Fb' = 0.67 Live Defl'n 0.19 = L/795 0.43 = L/360 in 0.45 Total Defl'n 0.29 = L/536 0.64 = L/240 in 0.45 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 0.873 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 = 4712, V design = 3782 (NDS 3.4.3.1(a)) lbs; M(+) = 15298 lbs-ft EI = 1771.85e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 12.81' Le = 24.69' RB = 19.0 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 39 of 52 SF8 June24,202415:50 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Point 3.80 1147 lbs Load2 Live Point 3.80 3565 lbs Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.283' 6.225'0' Unfactored: Dead 498 742 Live 1404 2161 Factored: Total 1902 2903 Bearing: Capacity Beam 1902 2903 Support 2032 3101 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 0.55 0.84 Min req'd 0.55 0.84 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF8 Timber-soft, D.Fir-L, No.2,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.31';Clearspan:6.188';Volume = 2.8cu.ft.;Beamorstringer Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 69 Fv' = 170 psi fv/Fv' = 0.40 Bending(+) fb = 700 Fb' = 871 psi fb/Fb' = 0.80 Live Defl'n 0.03 = < L/999 0.21 = L/360 in 0.16 Total Defl'n 0.05 = < L/999 0.31 = L/240 in 0.16 Additional Data: 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 0.995 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + 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 = 2889, V design = 2889 (NDS 3.4.3.1(a)) lbs; M(+) = 7072 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 = 6.25' Le = 12.81' RB = 7.6 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 40 of 52 SF9 June24,202415:51 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(1.00') psf Load3 Live Full Area 40.00(1.00') psf Load4 Dead Partial Area 0.14 3.39 15.00(2.00') psf Load5 Snow Partial Area 0.14 3.39 25.00(2.00') psf Load6 Dead Partial Area 3.39 5.14 15.00(13.75') psf Load7 Snow Partial Area 3.39 5.14 25.00(13.75') psf Load8 Dead Point 3.39 3351 lbs Load9 Snow Point 3.39 5470 lbs Self-weight Dead Full UDL 8.5 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.388' 5.194'0' Unfactored: Dead 1612 2738 Live 107 109 Snow 2199 4035 Factored: Total 3810 6773 Bearing: Capacity Beam 3810 6773 Support 4056 7210 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #4 #4 Length 1.67 2.98 Min req'd 1.67 2.98 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF9 Glulam-Unbalan.,WestSpecies,24F-V4DF,3-1/2"x10-1/2" Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:5.38';Clearspan:5';Volume = 1.4cu.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 = 254 Fv' = 305 psi fv/Fv' = 0.83 Bending(+) fb = 2174 Fb' = 2704 psi fb/Fb' = 0.80 Live Defl'n 0.04 = < L/999 0.17 = L/360 in 0.26 Total Defl'n 0.09 = L/697 0.26 = L/240 in 0.34 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 0.980 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 = 6761, V design = 6226 (NDS 3.4.3.1(a)) lbs; M(+) = 11652 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 = 5.19' Le = 10.69' RB = 10.5 Design Notes: 1.Analysisanddesignare inaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflection limitsareappropriateforyourapplication. 3.Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufactured inaccordancewithANSIA190.1-2012 4.GLULAM:bxd = actual breadthxactual depth. 5.GlulamBeamsshall be laterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6.GLULAM:bearing lengthbasedonsmallerofFcp(tension),Fcp(comp'n). Page 41 of 52 SF10 June24,202415:53 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(17.50') psf Load2 Live Full Area 40.00(17.50') psf Self-weight Dead Full UDL 9.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 9.831' 9.666'0' Unfactored: Dead 1079 1079 Live 3441 3441 Factored: Total 4520 4520 Bearing: Capacity Beam 4520 4520 Support 4812 4812 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 1.99 1.99 Min req'd 1.99 1.99 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF10 Glulam-Unbalan.,WestSpecies,24F-V4 DF,3-1/2"x12" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:9.81';Clearspan:9.5';Volume = 2.9cu.ft.;8laminations,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 = 123 Fv' = 265 psi fv/Fv' = 0.46 Bending(+) fb = 1534 Fb' = 2288 psi fb/Fb' = 0.67 Live Defl'n 0.15 = L/765 0.32 = L/360 in 0.47 Total Defl'n 0.22 = L/520 0.48 = 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 0.953 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 = 4445, V design = 3449 (NDS 3.4.3.1(a)) lbs; M(+) = 10741 lbs-ft EI = 907.19e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 9.69' Le = 18.75' RB = 14.8 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 42 of 52 SF11 June24,202415:55 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(6.75') psf Load3 Live Full Area 40.00(6.75') psf Load4 Dead Full Area 15.00(1.00') psf Load5 Snow Full Area 25.00(1.00') psf Load6 Dead Full Area 15.00(2.00') psf Load7 Snow Full Area 25.00(2.00') psf Self-weight Dead Full UDL 9.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 11.03' 10.931'0' Unfactored: Dead 1189 1189 Live 1489 1489 Snow 414 414 Factored: Total 2678 2678 Bearing: Capacity Beam 2678 2678 Support 2851 2851 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 1.18 1.18 Min req'd 1.18 1.18 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF11 Glulam-Unbalan.,WestSpecies,24F-V4 DF,3-1/2"x12" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:11.0';Clearspan:10.813';Volume = 3.2cu.ft.;8laminations,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 = 77 Fv' = 265 psi fv/Fv' = 0.29 Bending(+) fb = 1036 Fb' = 2265 psi fb/Fb' = 0.46 Live Defl'n 0.10 = < L/999 0.36 = L/360 in 0.26 Total Defl'n 0.21 = L/624 0.55 = L/240 in 0.38 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 0.944 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 S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 2655, V design = 2145 (NDS 3.4.3.1(a)) lbs; M(+) = 7255 lbs-ft EI = 907.19e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 10.94' Le = 20.81' RB = 15.6 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 43 of 52 SF12 June24,202415:56 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.04 1.54 15.00(5.58') psf Load2 Snow Partial Area 0.04 1.54 25.00(5.58') psf Load3 Dead Partial Area 1.54 4.54 15.00(10.75') psf Load4 Snow Partial Area 1.54 4.54 25.00(10.75') psf Self-weight Dead Full UDL 9.8 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 4.583' 4.542'0' Unfactored: Dead 289 365 Snow 444 572 Factored: Total 732 937 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.43 0.55 Support 0.40 0.51 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 SF12 Timber-soft, D.Fir-L, No.2,6x8(5-1/2"x7-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:4.56';Clearspan:4.5';Volume = 1.3cu.ft.;Postor timber Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 24 Fv' = 195 psi fv/Fv' = 0.12 Bending(+) fb = 237 Fb' = 862 psi fb/Fb' = 0.27 Live Defl'n 0.01 = < L/999 0.15 = L/360 in 0.06 Total Defl'n 0.02 = < L/999 0.23 = L/240 in 0.08 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'+ 750 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 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 = 937, V design = 672 (NDS 3.4.3.1(a)) lbs; M(+) = 1017 lbs-ft EI = 251.36e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" 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 44 of 52 SF13 June24,202415:56 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Partial Area 0.10 4.01 12.00(8.42') psf Load3 Live Partial Area 0.10 4.01 40.00(8.42') psf Load4 Dead Partial Area 4.02 4.93 12.00(11.42') psf Load5 Live Partial Area 4.02 4.93 40.00(11.42') psf Load6 Dead Partial Area 0.10 4.02 15.00(1.00') psf Load7 Snow Partial Area 0.10 4.02 25.00(1.00') psf Load8 Dead Partial Area 0.10 0.77 15.00(20.00') psf Load9 Snow Partial Area 0.10 0.77 25.00(20.00') psf Load10 Dead Partial Area 2.77 4.02 15.00(20.00') psf Load11 Snow Partial Area 2.77 4.02 25.00(20.00') psf Load12 Dead Point 0.77 225 lbs Load13 Snow Point 0.77 521 lbs Load14 Dead Point 2.77 225 lbs Load15 Snow Point 2.77 521 lbs Load16 Dead Point 4.02 3351 lbs Load17 Snow Point 4.02 5470 lbs Self-weight Dead Full UDL 13.3 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.137' 4.985'0' Unfactored: Dead 1809 3625 Live 834 900 Snow 2371 5199 Factored: Total 4213 8823 Bearing: Capacity Beam 4213 8823 Support 4327 9063 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #3 #4 Length 1.18 2.47 Min req'd 1.18 2.47 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-V4DF,5-1/2"x10-1/2" Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:5.13';Clearspan:4.813';Volume = 2.1cu.ft.;7 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 = 223 Fv' = 305 psi fv/Fv' = 0.73 Bending(+) fb = 1051 Fb' = 2742 psi fb/Fb' = 0.38 Live Defl'n 0.02 = < L/999 0.17 = L/360 in 0.13 Total Defl'n 0.04 = < L/999 0.25 = L/240 in 0.18 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 0.994 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 #3 = D + 0.75(L + 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 = 8601, V design = 8601 (NDS 3.4.3.1(a)) lbs; M(+) = 8853 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 = 5.00' Le = 10.25' RB = 6.5 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 45 of 52 SF14 June24,202415:57 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 Load4 Dead Full Area 15.00(2.00') psf Load5 Snow Full Area 25.00(2.00') psf Load6 Dead Partial Area 0.16 9.16 15.00(2.00') psf Load7 Snow Partial Area 0.16 9.16 25.00(2.00') psf Load8 Dead Partial Area 9.16 21.16 15.00(1.00') psf Load9 Snow Partial Area 9.16 21.16 25.00(1.00') psf Load10 Dead Partial Area 0.16 9.16 12.00(8.17') psf Load11 Live Partial Area 0.16 9.16 40.00(8.17') psf Load12 Dead Partial Area 9.16 21.16 12.00(11.17') psf Load13 Live Partial Area 9.16 21.16 40.00(11.17') psf Self-weight Dead Full UDL 22.8 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 21.328' 21.164'0' Unfactored: Dead 2831 2938 Live 3846 4456 Snow 972 844 Factored: Total 6677 7394 Bearing: Capacity Beam 6677 7394 Support 6858 7594 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.87 2.07 Min req'd 1.87 2.07 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF14 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x18" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:21.31';Clearspan:21';Volume = 14.7cu.ft.;12laminations,5-1/2"maximumwidth, Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 95 Fv' = 265 psi fv/Fv' = 0.36 Bending(+) fb = 1533 Fb' = 2287 psi fb/Fb' = 0.67 Live Defl'n 0.38 = L/676 0.71 = L/360 in 0.53 Total Defl'n 0.76 = L/333 1.06 = L/240 in 0.72 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 0.953 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 7384, V design = 6289 (NDS 3.4.3.1(a)) lbs; M(+) = 37935 lbs-ft EI = 4811.32e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 46 of 52 F1 June24,202416:32 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) : 10.605' 10.553'0' Unfactored: Dead 100 100 Live 283 283 Factored: Total 383 383 Bearing: Capacity Joist 383 383 Support 738 738 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.63 0.63 Min req'd 0.63 0.63 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 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:10.63'; Clear span:10.5';Volume=1.0 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 = 35 Fv' = 150 psi fv/Fv' = 0.23 Bending(+) fb = 564 Fb' = 1075 psi fb/Fb' = 0.52 Live Defl'n 0.12 = < L/999 0.35 = L/360 in 0.33 Total Defl'n 0.18 = L/715 0.53 = L/240 in 0.34 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 = 381, V design = 323 (NDS 3.4.3.1(a)) lbs; M(+) = 1005 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 47 of 52 F2 June24,202416:32 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 12.00(9.00') psf Load2 Live Full Area Yes 40.00(9.00') psf Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 1.833'7.25' 12.688' 12.667'0' Unfactored: Dead 485 719 243 Live 1653 2438 889 Factored: Total 2138 3156 1132 Bearing: Capacity Beam 2751 3671 1132 Support 2138 3156 1253 Des ratio Beam 0.78 0.86 1.00 Support 1.00 1.00 0.90 Load comb #5 #8 #7 Length 0.88 1.30 0.52 Min req'd 0.88** 1.30** 0.52 Cb 1.42 1.29 1.00 Cb min 1.42 1.29 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F2 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:12.69';Clearspan:1.813',5.313',5.313';Volume = 2.2cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 76 Fv' = 180 psi fv/Fv' = 0.42 Bending(+) fb = 519 Fb' = 1152 psi fb/Fb' = 0.45 Bending(-) fb = 662 Fb' = 1152 psi fb/Fb' = 0.57 Deflection: Interior Live 0.03 = < L/999 0.18 = L/360 in 0.17 Total 0.04 = < L/999 0.27 = L/240 in 0.14 Cantil. Live 0.03 = L/675 0.12 = L/180 in 0.27 Total 0.03 = L/668 0.18 = L/120 in 0.18 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 0.985 1.300 - 1.00 1.00 1.00 7 Fb'- 900 1.00 1.00 1.00 0.985 1.300 - 1.00 1.00 1.00 8 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 7 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 7 CRITICALLOADCOMBINATIONS: Shear : LC #8 = D + L (pattern: _LL) Bending(+): LC #7 = D + L (pattern: L_L) Bending(-): LC #8 = D + L (pattern: _LL) Deflection: LC #7 = (live) LC #7 = (total) Bearing : Support 1 – LC #5 = D + L (pattern: LL_) Support 2 – LC #8 = D + L (pattern: _LL) Support 3 – LC #7 = D + L (pattern: L_L) Load Types: D=dead L=live Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 1596, V design = 1286 (NDS 3.4.3.1(a)) lbs M(+) = 1327 lbs-ft; M(-) = 1691 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 12.69' Le = 20.06' RB = 11.9; Lu based on full length Lateral stability(-): Lu = 12.69' Le = 20.06' RB = 11.9; Lu based on full length Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.ContinuousorCantileveredBeams:NDSClause4.2.5.5requires thatnormalgradingprovisionsbeextended to themiddle2/3of2spanbeamsand to thefulllengthofcantileversandotherspans. 4.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 5. Thecriticaldeflectionvaluehasbeendeterminedusingmaximumback-spandeflection.Cantileverdeflectionsdonotgoverndesign. Page 48 of 52 F3 June24,202416:33 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(9.00') psf Load2 Live Full Area Yes 40.00(9.00') psf Load3 Dead Partial Area No 0.08 1.08 12.00(14.00') psf Load4 Live Partial Area Yes 0.08 1.08 40.00(14.00') psf Load5 Dead Partial Area No 3.75 9.75 12.00(14.00') psf Load6 Live Partial Area Yes 3.75 9.75 40.00(14.00') psf Load7 Dead Point No 1.08 309 lbs Load8 Live Point Yes 1.08 935 lbs Load9 Snow Point Yes 1.08 16 lbs Load10 Earthquake Point No 1.08 252 lbs Load11 Dead Point No 3.75 369 lbs Load12 Live Point Yes 3.75 1078 lbs Load13 Snow Point Yes 3.75 30 lbs Load14 Earthquake Point No 3.75 472 lbs Load15 Dead Point No 0.00 498 lbs Load16 Live Point Yes 0.00 1404 lbs Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 3.917' 9.749' 7.833'9.667'0' Unfactored: Dead 1030 1344 1089 Live 3300 4799 3757 Snow 12 36 -2 Earthquake 189 564 -29 Factored: Total 4330 6143 4845 Bearing: Capacity Beam 4330 6369 5197 Support 4794 6143 4845 Des ratio Beam 1.00 0.96 0.93 Support 0.90 1.00 1.00 Load comb #14 #12 #15 Length 1.98 2.54 2.00 Min req'd 1.98 2.54** 2.00** Cb 1.00 1.15 1.19 Cb min 1.00 1.15 1.19 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 **Minimumbearing lengthgovernedby therequiredwidthof thesupportingmember. F3 Lumber-soft,D.Fir-L,No.2,4x8(3-1/2"x7-1/4") Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:9.75';Clearspan:3.75',3.75',1.75';Volume = 1.7cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 113 Fv' = 180 psi fv/Fv' = 0.63 Bending(+) fb = 700 Fb' = 1157 psi fb/Fb' = 0.61 Bending(-) fb = 798 Fb' = 1157 psi fb/Fb' = 0.69 Deflection: Interior Live 0.02 = < L/999 0.13 = L/360 in 0.16 Total 0.03 = < L/999 0.20 = L/240 in 0.14 Cantil. Live 0.05 = L/415 0.12 = L/180 in 0.43 Total 0.06 = L/347 0.18 = L/120 in 0.35 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 12 Fb'+ 900 1.00 1.00 1.00 0.989 1.300 - 1.00 1.00 1.00 14 Fb'- 900 1.00 1.00 1.00 0.989 1.300 - 1.00 1.00 1.00 12 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 14 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 14 CRITICALLOADCOMBINATIONS: Shear : LC #12 = D + L (pattern: LL_) Bending(+): LC #14 = D + L (pattern: L_L) Bending(-): LC #12 = D + L (pattern: LL_) Deflection: LC #14 = (live) LC #14 = (total) Bearing : Support 1 – LC #14 = D + L (pattern: L_L) Support 2 – LC #12 = D + L (pattern: LL_) Support 3 – LC #15 = D + L (pattern: _LL) Load Types: D=dead L=live S=snow E=earthquake 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 = 2754, V design = 1905 (NDS 3.4.3.1(a)) lbs M(+) = 1789 lbs-ft; M(-) = 2040 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 9.69' Le = 15.75' RB = 10.6; Lu based on full length Lateral stability(-): Lu = 9.69' Le = 15.75' RB = 10.6; Lu based on full length Design Notes: 1.Analysisanddesignare inaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflection limitsareappropriateforyourapplication. 3.ContinuousorCantileveredBeams:NDSClause4.2.5.5requires thatnormal gradingprovisionsbeextended to themiddle2/3of2spanbeamsand to thefull lengthofcantileversandotherspans. 4.Sawn lumberbendingmembersshall be laterallysupportedaccording to theprovisionsofNDSClause4.4.1. 5.Thecritical deflectionvaluehasbeendeterminedusing maximum back-spandeflection.Cantileverdeflectionsdonotgoverndesign. Page 49 of 52 F4 June24,202416:33 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(9.00') psf Load2 Live Full Area Yes 40.00(9.00') psf Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5' 10.042' 10'0' Unfactored: Dead 216 713 216 Live 795 2250 795 Factored: Total 1011 2963 1011 Bearing: Capacity Beam 1094 3496 1094 Support 1211 2963 1211 Des ratio Beam 0.92 0.85 0.92 Support 0.83 1.00 0.83 Load comb #3 #2 #4 Length 0.50* 1.22 0.50* Min req'd 0.50* 1.22** 0.50* Cb 1.00 1.31 1.00 Cb min 1.00 1.31 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F4 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:10.06';Clearspan:4.938',4.938';Volume = 1.8cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 69 Fv' = 180 psi fv/Fv' = 0.39 Bending(+) fb = 414 Fb' = 1154 psi fb/Fb' = 0.36 Bending(-) fb = 580 Fb' = 1154 psi fb/Fb' = 0.50 Live Defl'n 0.02 = < L/999 0.17 = L/360 in 0.12 Total Defl'n 0.03 = < L/999 0.25 = L/240 in 0.10 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.986 1.300 - 1.00 1.00 1.00 3 Fb'- 900 1.00 1.00 1.00 0.986 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #3 = D + L (pattern: L_) Bending(-): LC #2 = D + L Deflection: LC #3 = (live) LC #3 = (total) Bearing : Support 1 – LC #3 = D + L (pattern: L_) Support 2 – LC #2 = D + L Support 3 – LC #4 = D + L (pattern: _L) Load Types: D=dead L=live Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 1481, V design = 1173 (NDS 3.4.3.1(a)) lbs M(+) = 1058 lbs-ft; M(-) = 1481 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 10.00' Le = 18.38' RB = 11.4; Lu based on full length Lateral stability(-): Lu = 10.00' Le = 18.38' RB = 11.4; Lu based on full length Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.ContinuousorCantileveredBeams:NDSClause4.2.5.5requires thatnormalgradingprovisionsbeextended to themiddle2/3of2spanbeamsand to thefulllengthofcantileversandotherspans. 4.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 50 of 52 F5 June24,202416:33 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(8.50') psf Load2 Live Full Area Yes 40.00(8.50') psf Load3 Dead Partial Area No 0.00 9.83 12.00(6.75') psf Load4 Live Partial Area Yes 0.00 9.83 40.00(6.75') psf Load5 Dead Partial Area No 9.83 10.50 12.00(10.50') psf Load6 Live Partial Area Yes 9.83 10.50 40.00(10.50') psf Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 1.833'6.167' 10.532' 10.5'0' Unfactored: Dead 745 917 356 Live 2571 3316 1318 Factored: Total 3315 4233 1674 Bearing: Capacity Beam 3815 4644 1674 Support 3315 4233 1854 Des ratio Beam 0.87 0.91 1.00 Support 1.00 1.00 0.90 Load comb #5 #8 #7 Length 1.37 1.75 0.77 Min req'd 1.37** 1.75** 0.77 Cb 1.27 1.21 1.00 Cb min 1.27 1.21 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F5 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:10.56';Clearspan:1.75',4.188',4.25';Volume = 1.9cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 95 Fv' = 180 psi fv/Fv' = 0.53 Bending(+) fb = 589 Fb' = 1156 psi fb/Fb' = 0.51 Bending(-) fb = 707 Fb' = 1156 psi fb/Fb' = 0.61 Deflection: Interior Live 0.02 = < L/999 0.14 = L/360 in 0.15 Total 0.03 = < L/999 0.22 = L/240 in 0.13 Cantil. Live 0.04 = L/539 0.12 = L/180 in 0.33 Total 0.05 = L/469 0.18 = L/120 in 0.26 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 8 Fb'+ 900 1.00 1.00 1.00 0.988 1.300 - 1.00 1.00 1.00 7 Fb'- 900 1.00 1.00 1.00 0.988 1.300 - 1.00 1.00 1.00 8 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 7 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 7 CRITICALLOADCOMBINATIONS: Shear : LC #8 = D + L (pattern: _LL) Bending(+): LC #7 = D + L (pattern: L_L) Bending(-): LC #8 = D + L (pattern: _LL) Deflection: LC #7 = (live) LC #7 = (total) Bearing : Support 1 – LC #5 = D + L (pattern: LL_) Support 2 – LC #8 = D + L (pattern: _LL) Support 3 – LC #7 = D + L (pattern: L_L) Load Types: D=dead L=live Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 2159, V design = 1613 (NDS 3.4.3.1(a)) lbs M(+) = 1506 lbs-ft; M(-) = 1807 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 10.50' Le = 16.94' RB = 11.0; Lu based on full length Lateral stability(-): Lu = 10.50' Le = 16.94' RB = 11.0; Lu based on full length Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.ContinuousorCantileveredBeams:NDSClause4.2.5.5requires thatnormalgradingprovisionsbeextended to themiddle2/3of2spanbeamsand to thefulllengthofcantileversandotherspans. 4.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 5. Thecriticaldeflectionvaluehasbeendeterminedusingmaximumback-spandeflection.Cantileverdeflectionsdonotgoverndesign. Page 51 of 52 F6 June24,202416:34 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 12.00(9.08') psf Load2 Live Full Area Yes 40.00(9.08') psf Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 1.833' 10.5' 8.667'10.5'0' Unfactored: Dead 604 604 Live 1997 1997 Factored: Total 2601 2601 Bearing: Capacity Beam 3169 3169 Support 2601 2601 Des ratio Beam 0.82 0.82 Support 1.00 1.00 Load comb #5 #8 Length 1.07 1.07 Min req'd 1.07** 1.07** Cb 1.35 1.35 Cb min 1.35 1.35 Cb support 1.11 1.11 Fcp sup 625 625 **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F6 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:10.5';Clearspan:1.813',6.75',1.813';Volume = 1.9cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 84 Fv' = 180 psi fv/Fv' = 0.46 Bending(+) fb = 1017 Fb' = 1161 psi fb/Fb' = 0.88 Bending(-) fb = 315 Fb' = 1161 psi fb/Fb' = 0.27 Deflection: Interior Live 0.10 = L/818 0.23 = L/360 in 0.44 Total 0.13 = L/624 0.34 = L/240 in 0.38 Cantil. Live -0.09 = L/255 0.12 = L/180 in 0.70 Total -0.11 = L/205 0.18 = L/120 in 0.58 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 5 Fb'+ 900 1.00 1.00 1.00 0.992 1.300 - 1.00 1.00 1.00 4 Fb'- 900 1.00 1.00 1.00 0.992 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICALLOADCOMBINATIONS: Shear : LC #5 = D + L (pattern: LL_) Bending(+): LC #4 = D + L (pattern: _L_) Bending(-): LC #2 = D + L Deflection: LC #4 = (live) LC #4 = (total) Bearing : Support 1 – LC #5 = D + L (pattern: LL_) Support 2 – LC #8 = D + L (pattern: _LL) Load Types: D=dead L=live Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 1724, V design = 1413 (NDS 3.4.3.1(a)) lbs M(+) = 2599 lbs-ft; M(-) = 804 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 6.81' Le = 11.63' RB = 9.1; Lu based on full span Lateral stability(-): Lu = 6.81' Le = 11.63' RB = 9.1; Lu based on full span Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.ContinuousorCantileveredBeams:NDSClause4.2.5.5requires thatnormalgradingprovisionsbeextended to themiddle2/3of2spanbeamsand to thefulllengthofcantileversandotherspans. 4.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 5. Thecriticaldeflectionvaluehasbeendeterminedusingmaximumback-spandeflection.Cantileverdeflectionsdonotgoverndesign. Page 52 of 52