Loading...
Engineering CalcsP.O. BOX 108, MILTON, WA 98354 Phone (253) 344-1666 ENGINEERING, PLLC PHILLIPS STRUCTURAL ORIGINAL STAMP MUST BE RED TO BE VALID NOV. 5, 2024 11/5/2024 ENGINEERING ANALYSIS FOR: SOUNDBUILT HOMES SITE: The enclosed documents are to be used in conjunction with the plans referenced on the cover page. It is imperative that the contractor study and understand the engineering requirements and any required changes to the architectural plan prior to start of work. Modifications may include additional foundations or footings, beam and framing size, sheathing, etc. Scope of Engineering: Engineering analysis and design to resist lateral and gravity loads in accordance with the 2021 IBC have been performed and incorporated into stamped "S" sheets. All analyses and calculations are included in this engineering report (see 812x11 pages). Engineering assumptions are listed below. If the conditions listed below are not present at the site, all calculations and stamped drawings are VOID and Phillips Structural Engineering,PLLC must be contacted immediately for further consultation. B 1.51 0.50 1500 6.5 D 15 40 12 25 PHILLIPS STRUCTURAL ENGINEERING, PLLCSTRUCTURAL ENGINEERING CALCULATIONS 110 MPH 1.00 STRUCTURAL DESIGN CRITERIA AND LOADING: Building Code 2021 International Building Code (IBC) EARTHQUAKE DESIGN DATA: -Risk Category = II - Seismic Importance Factor (Ie) = 1.0 - Mapped Spectral Response Acceleration Parameters - Ss = - S1 = - Seismic Design Category (SDC) = " " - Basic Seismic Force-Resisting System = Light-frame (wood) walls sheathed with wood structural panel rated for shear resistance - Response Modification Factor (R) = - Analysis Procedure Used = Equivalent Lateral Force WIND DESIGN DATA: - Basic Design Wind Speed (V) = - Allowable Stress Design Wind Speed (Vasd) = - Risk Category = II - Wind Importance Factor (Iw) = 1.0 - Wind Exposure = " " - Topographical Effect (Kzt) = ROOF LOADING: - Dead Load = PSF (No tile weight included) - Roof Live Load (Lr) = 20PSF - Typical Flat Roof Snow Load (Pf) = PSF - Snow Exposure Factor (Ce) = 1.0 - Snow Load Importance Factor (Is) = 1.0 **Typical roof snow load shall not be less than 25PSF FLOOR LOADING: - Dead Load = PSF (Standard wood framing without heavy finish) - Typical Residential Occupancy Live Loading (L) = PSF - Deck Live Load (L) = 60PSF (1.5x for area served) SOILS CRITERIA Soils Consultant None (U.N.O.) Soils Report #None (U.N.O.) Minimum Allowable Pressure Required PSF (Verify w/ Site Conditions) Frost Bearing Depth 18" * See plans/detailing for other soils considerations 85 MPH Page 2 of 144 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2385-2-SHEAR(A).wswu Nov.5,202410:34:19 -10'-5'0'5'10'15'20'25'30'35'40'45' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' G-1 A-1 C-1 D-1 F-1 E-1 E-2 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 3 of 144 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2385-2-SHEAR(A).wswu Nov.5,202410:34:19 -10'-5'0'5'10'15'20'25'30'35'40'45' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' G-1 B-1 B-2 D-1 E-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 4 of 144 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 L2M-2385-2-SHEAR(A).wswu Nov.5,202410:34:27 Project Information DESIGNSETTINGS DesignCode IBC 2021/AWC SDPWS 2021 WindStandard ASCE 7-16 Directional (All heights) SeismicStandard ASCE 7-16 LoadCombinations ForDesignandMWFRSDeflection 0.7 Seismic 0.6 Basic wind ForDeflection(Wind:Serviceability) 1.0 Seismic 1.0 MRI wind BuildingCodeCapacityModification Wind Seismic 1.00 1.00 ServiceConditionsandLoadDuration Duration Factor - Temperature Range - MoistureContent Fabrication Service - - MaxShearwallOffset[ft] Plan (withinstory) 4.00 Elevation (betweenstories) 2.06 MaximumHeight-to-widthRatio Woodpanels Blocked Unblocked Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 2.0 - - - - - Ignoreshearresistancecontributionof... Wallsegments Seismic Don't ignore Any gypsum, lumber,fiberboard Forcesbasedon... Hold-downs Applied loads Dragstruts Applied loads Shearwallrelativerigidity:Wall capacity Non-identical materialsandconstructionontheshearline:Notallowed DeflectionEquation:Nodeflection analysis Drift limitforwinddesign:1 /500 story height FTAOstrap:Continuous at top of highestopening and bottom of lowest Dead load inchordforceforoverturningdesign Tensionend Compressionend Whencompletelycounteractsoverturning Wall length / 2 Wall length / 2 Wall length / 2 SITE INFORMATION RiskCategory Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure DesignWindSpeed 110mph Exposure Exposure B Enclosure Partially enclosed StructureType Regular BuildingSystem Bearing Wall DesignCategory D SiteClass D Topographic Information[ft] Shape - Height - Length - SiteLocation: - Elev: 0ft Rigid building - Static analysis SpectralResponseAcceleration S1:0.500g Ss:1.510g FundamentalPeriod E-W N-S TUsed 0.208s 0.208s ApproximateTa 0.208s 0.208s Maximum T 0.291s 0.291s 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 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 20.02 0.0 Level2 12.02 1'-6.0 8.00 Level1 1.52 9.3 9.00 Foundation 0.75 BLOCKandROOF INFORMATION Block RoofPanels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story N-S Ridge LocationX,Y =0.00 7.50 North Gable 90.0 1.00 ExtentX,Y =24.50 49.50 South Gable 90.0 1.00 RidgeXLocation,Offset 12.25 0.00 East Side 34.0 1.00 RidgeElevation,Height 28.28 8.26 West Side 34.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =0.00 5.00 North Joined 90.0 1.00 ExtentX,Y =14.00 2.50 South Gable 90.0 1.00 RidgeXLocation,Offset 7.00 0.00 East Side 34.0 1.00 RidgeElevation,Height 24.74 4.72 West Side 34.0 1.00 Block 3 2 Story E-W Ridge LocationX,Y =24.50 17.50 North Side 18.0 1.00 ExtentX,Y =5.50 39.50 South Side 18.0 1.00 RidgeYLocation,Offset 37.25 0.00 East Gable 90.0 1.00 RidgeElevation,Height 26.44 6.42 West Joined 146.0 1.00 2 Page 6 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in lbs/in in in 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 6 12 Y 1,3 2 1 StructShOSB 24/16 7/16 --Vert 83500 8d Common N 4 12 Y 1,2,3 3 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 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 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 SHEARLINE,WALLandOPENINGDIMENSIONS North-south Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group X[ft]Start End [ft][ft]Ratio [ft]S N Line 1 Level 2 Line 1 1 0.00 5.00 57.00 52.00 44.00 -8.00 -- Wall 1-1 Seg 1 0.00 5.00 57.00 52.00 44.00 -- 22 Segment 1 --5.00 23.00 18.00 17.75 0.44 - 22 Opening 1 --23.00 25.00 2.00 --5.00 22 Segment 2 --25.00 29.50 4.50 4.25 1.78 - 22 Opening 2 --29.50 31.50 2.00 --5.00 22 Segment 3 --31.50 38.00 6.50 6.25 1.23 - 22 Opening 3 --38.00 42.00 4.00 --5.00 22 Segment 4 --42.00 57.00 15.00 14.75 0.53 - 22 Level 1 Line 1 1 0.00 0.00 57.00 57.00 40.00 -9.00 -- Wall 1-1 Seg 1 0.00 0.00 57.00 57.00 40.00 -- 22 Segment 1 --0.00 14.00 14.00 13.75 0.64 - 22 Opening 1 --14.00 17.00 3.00 --5.00 22 Segment 2 --17.00 23.00 6.00 5.75 1.50 - 22 Opening 2 --23.00 28.00 5.00 --5.00 22 Segment 3 --28.00 39.25 11.25 11.00 0.80 - 22 Opening 3 --39.25 42.25 3.00 --5.00 22 Segment 4 --42.25 48.00 5.75 5.50 1.57 - 22 Opening 4 --48.00 54.00 6.00 --5.00 22 Segment 5 --54.00 57.00 3.00 2.75 3.00 - 22 Line 2 Level 2 Line 2 NSW 14.00 5.00 57.00 52.00 0.00 -8.00 -- Wall 2-1 NSW 14.00 5.00 7.50 2.50 0.00 1.00 - 22 Level 1 Line 2 NSW 14.00 5.00 57.00 52.00 0.00 -9.00 -- Wall 2-1 NSW 14.50 50.00 57.00 7.00 0.00 1.00 - 22 Line 3 Level 1 Line 3 NSW 19.00 0.00 9.50 9.50 0.00 -9.00 -- Wall 3-1 NSW 19.00 0.00 9.50 9.50 0.00 1.00 - 22 Line 4 Level 2 Line 4 NSW 24.50 7.50 17.50 10.00 0.00 -8.00 -- Wall 4-1 NSW 24.50 7.50 17.50 10.00 0.00 1.00 - 22 Level 1 Line 4 NSW 24.50 7.50 17.50 10.00 0.00 -9.00 -- Wall 4-1 NSW 24.50 9.50 17.50 8.00 0.00 1.00 - 22 Line 5 Level 2 Line 5 1 30.00 17.50 57.00 39.50 22.50 -8.00 -- Wall 5-1 Seg 1 30.00 17.50 57.00 39.50 22.50 -- 22 Segment 1 --17.50 18.50 1.00 -8.00 - 22 Opening 1 --18.50 30.50 12.00 --5.00 22 Segment 2 --30.50 33.75 3.25 3.00 2.46 - 22 Opening 2 --33.75 37.75 4.00 --5.00 22 Segment 3 --37.75 57.00 19.25 19.00 0.42 - 22 Level 1 Line 5 1 30.00 17.50 50.00 32.50 19.25 -9.00 -- Wall 5-1 NSW 30.00 17.50 30.50 13.00 0.00 1.00 - 22 Wall 5-2 Seg 1 30.00 30.50 50.00 19.50 19.25 0.46 - 22 East-west Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft]W E Line A Level 1 Line A 1 0.00 0.00 19.00 19.00 7.25 -9.00 -- Wall A-1 Seg 1 0.00 0.00 19.00 19.00 7.25 -- 22 Segment 1 --0.00 7.25 7.25 7.00 1.24 - 22 Opening 1 --7.25 18.00 10.75 --5.00 22 Segment 2 --18.00 19.00 1.00 -9.00 - 22 Line B Level 2 Line B 1 6.07 0.00 24.50 24.50 18.50 -8.00 -- Wall B-1 Seg 1 5.00 0.00 14.00 14.00 8.00 -- 22 Segment 1 --0.00 4.00 4.00 3.75 2.00 - 22 Opening 1 --4.00 10.00 6.00 --5.00 22 Segment 2 --10.00 14.00 4.00 3.75 2.00 -2 2 4 Page 8 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Wall B-2 FT 1 7.50 14.00 24.50 10.50 10.50 --2 2 Segment 1 --14.00 16.00 2.00 -1.00 - -- Opening 1 --16.00 22.00 6.00 --2.00 -- Segment 2 --22.00 24.50 2.50 -0.80 - -- Line C Level 1 Line C NSW 9.50 19.00 24.50 5.50 0.00 -9.00 -- Wall C-1 NSW 9.50 19.00 24.50 5.50 0.00 1.00 - 22 Line D Level 2 Line D NSW 17.50 24.50 30.00 5.50 0.00 -8.00 -- Wall D-1 NSW 17.50 24.50 30.00 5.50 0.00 1.00 - 22 Level 1 Line D NSW 17.50 24.50 30.00 5.50 0.00 -9.00 -- Wall D-1 NSW 17.50 24.50 30.00 5.50 0.00 1.00 - 22 Line E Level 2 Line E Seg 2 20.00 0.00 30.00 30.00 10.00 -8.00 -- Wall E-1 Seg 2 20.00 0.50 10.75 10.25 10.00 0.78 - 22 Level 1 Line E 2 20.61 0.00 30.00 30.00 14.75 -9.00 -- Wall E-1 Seg 2 20.00 0.50 10.75 10.25 10.00 0.88 - 33 Wall E-2 Seg 2 22.00 14.00 18.50 4.50 4.25 2.00 - 22 Line F Level 1 Line F 1 50.00 0.00 30.00 30.00 7.50 -9.00 -- Wall F-1 Seg 1 50.00 14.50 30.00 15.50 7.50 -- 22 Segment 1 --14.50 17.75 3.25 3.00 2.77 - 22 Opening 1 --17.75 25.75 8.00 --5.00 22 Segment 2 --25.75 30.00 4.25 4.00 2.12 - 22 Line G Level 2 Line G 1 57.00 0.00 30.00 30.00 18.00 -8.00 -- Wall G-1 Seg 1 57.00 0.00 30.00 30.00 18.00 -- 22 Segment 1 --0.00 10.25 10.25 10.00 0.78 - 22 Opening 1 --10.25 14.25 4.00 --5.00 22 Segment 2 --14.25 18.50 4.25 4.00 1.88 - 22 Opening 2 --18.50 26.50 8.00 --5.00 22 Segment 3 --26.50 30.00 3.50 3.25 2.29 - 22 Level 1 Line G 3 57.00 0.00 14.50 14.50 7.00 -9.00 -- Wall G-1 Seg 3 57.00 0.00 14.50 14.50 7.00 -- 22 Segment 1 --0.00 3.50 3.50 3.25 2.57 - 22 Opening 1 --3.50 11.00 7.50 --5.00 22 Segment 2 --11.00 14.50 3.50 3.25 2.57 - 22 Legend: Type–Seg:Segmented,Prf:Perforated,FT:FTAO(force transferaroundopenings),NSW:Non-shearwall,NW:Non-wood/Proprietary,ND:Not designed Location–Position in structureperpendicular towall Length–Shear line:Distancebetweenexteriorperpendicularwallsdefining theshear lineextent Wall,segment,oropening:End-to-end lengthof theelement FHS–Dependingonelement,showsdifferentdefinitionsof full-heightsheathing length(FHS): 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 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 Loads WINDSHEARLOADS(asenteredorgenerated) Level 2 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall 1 W->EWind Line 5.00 57.00 43.4 Block 1 WWall MinW->EWind Line 5.00 57.00 32.0 Block 1 WRoof MinW->EWind Line 6.50 58.00 35.7 Block 1 WRoof 1 W->EWind Line 6.50 58.00 26.6 Block 1 EWall 1 W->E Lee Line 5.00 7.50 29.5 Block 1 EWall MinW->E Lee Line 5.00 7.50 32.0 Block 1 ERoof MinW->E Lee Line 6.50 58.00 35.7 Block 1 ERoof 1 W->E Lee Line 6.50 58.00 79.0 Block 1 EWall MinW->E Lee Line 7.50 17.50 32.0 Block 1 EWall 1 W->E Lee Line 7.50 17.50 29.5 Block 1 EWall 1 W->E Lee Line 17.50 57.00 29.5 Block 1 EWall MinW->E Lee Line 17.50 57.00 32.0 Block 1 WWall MinE->W Lee Line 5.00 57.00 32.0 Block 1 WWall 1 E->W Lee Line 5.00 57.00 29.5 Block 1 WRoof MinE->W Lee Line 6.50 58.00 35.7 Block 1 WRoof 1 E->W Lee Line 6.50 58.00 79.0 Block 1 EWall MinE->WWind Line 5.00 7.50 32.0 Block 1 EWall 1 E->WWind Line 5.00 7.50 43.4 Block 1 ERoof MinE->WWind Line 6.50 58.00 35.7 Block 1 ERoof 1 E->WWind Line 6.50 58.00 26.6 Block 1 EWall MinE->WWind Line 7.50 17.50 32.0 Block 1 EWall 1 E->WWind Line 7.50 17.50 43.4 Block 1 EWall MinE->WWind Line 17.50 57.00 32.0 Block 1 EWall 1 E->WWind Line 17.50 57.00 43.4 Block 1 SL Gable MinS->NWind Line 0.00 12.25 0.0 66.1 Block 1 SWall 1 S->NWind Line 0.00 14.00 43.4 Block 1 SL Gable 1 S->NWind Line 0.00 12.25 0.0 95.7 Block 1 SWall MinS->NWind Line 0.00 14.00 32.0 Block 1 SR Gable 1 S->NWind Line 12.25 24.50 95.7 0.0 Block 1 SR Gable MinS->NWind Line 12.25 24.50 66.1 0.0 Block 1 SWall 1 S->NWind Line 14.00 24.50 43.4 Block 1 SWall MinS->NWind Line 14.00 24.50 32.0 Block 1 SWall 1 S->NWind Line 24.50 30.00 43.4 Block 1 SWall MinS->NWind Line 24.50 30.00 32.0 Block 1 NL Gable MinS->N Lee Line 0.00 12.25 0.0 66.1 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NWall 1 S->N Lee Line 0.00 30.00 17.6 Block 1 NL Gable 1 S->N Lee Line 0.00 12.25 0.0 36.4 Block 1 NR Gable 1 S->N Lee Line 12.25 24.50 36.4 0.0 Block 1 NR Gable MinS->N Lee Line 12.25 24.50 66.1 0.0 Block 1 SL Gable MinN->S Lee Line 0.00 12.25 0.0 66.1 Block 1 SWall MinN->S Lee Line 0.00 14.00 32.0 Block 1 SL Gable 1 N->S Lee Line 0.00 12.25 0.0 36.4 Block 1 SWall 1 N->S Lee Line 0.00 14.00 17.6 Block 1 SR Gable 1 N->S Lee Line 12.25 24.50 36.4 0.0 Block 1 SR Gable MinN->S Lee Line 12.25 24.50 66.1 0.0 Block 1 SWall 1 N->S Lee Line 14.00 24.50 17.6 Block 1 SWall MinN->S Lee Line 14.00 24.50 32.0 Block 1 SWall 1 N->S Lee Line 24.50 30.00 17.6 Block 1 SWall MinN->S Lee Line 24.50 30.00 32.0 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 30.00 43.4 Block 1 NL Gable 1 N->SWind Line 0.00 12.25 0.0 95.7 Block 1 NL Gable MinN->SWind Line 0.00 12.25 0.0 66.1 Block 1 NR Gable MinN->SWind Line 12.25 24.50 66.1 0.0 Block 1 NR Gable 1 N->SWind Line 12.25 24.50 95.7 0.0 Block 2 WRoof MinW->EWind Line 4.00 7.50 21.6 Block 2 WRoof 1 W->EWind Line 4.00 7.50 15.6 Block 2 ERoof MinW->E Lee Line 4.00 7.50 21.6 Block 2 ERoof 1 W->E Lee Line 4.00 7.50 46.7 Block 2 WRoof MinE->W Lee Line 4.00 7.50 21.6 Block 2 WRoof 1 E->W Lee Line 4.00 7.50 46.7 Block 2 ERoof MinE->WWind Line 4.00 7.50 21.6 Block 2 ERoof 1 E->WWind Line 4.00 7.50 15.6 Block 2 SL Gable MinS->NWind Line 0.00 7.00 0.0 37.8 Block 2 SL Gable 1 S->NWind Line 0.00 7.00 0.0 53.9 Block 2 SR Gable MinS->NWind Line 7.00 14.00 37.8 0.0 Block 2 SR Gable 1 S->NWind Line 7.00 14.00 53.9 0.0 Block 2 S L Gable Min N->S Lee Line 0.00 7.00 0.0 37.8 6 Page 10 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 S L Gable 1 N->S Lee Line 0.00 7.00 0.0 34.0 Block 2 SR Gable MinN->S Lee Line 7.00 14.00 37.8 0.0 Block 2 SR Gable 1 N->S Lee Line 7.00 14.00 34.0 0.0 Block 3 EL Gable 1 W->E Lee Line 17.50 37.25 0.0 46.8 Block 3 EL Gable MinW->E Lee Line 17.50 37.25 0.0 51.3 Block 3 ER Gable 1 W->E Lee Line 37.25 57.00 46.8 0.0 Block 3 ER Gable MinW->E Lee Line 37.25 57.00 51.3 0.0 Block 3 EL Gable 1 E->WWind Line 17.50 37.25 0.0 73.8 Block 3 EL Gable MinE->WWind Line 17.50 37.25 0.0 51.3 Block 3 ER Gable MinE->WWind Line 37.25 57.00 51.3 0.0 Block 3 ER Gable 1 E->WWind Line 37.25 57.00 73.8 0.0 Block 3 SL Roof 1 S->NWind Line 14.99 24.98 -0.0 -8.9 Block 3 SL Roof MinS->NWind Line 14.99 24.98 0.0 27.0 Block 3 SCtr Roof 1 S->NWind Line 24.98 31.00 -8.9 Block 3 SCtr Roof MinS->NWind Line 24.98 31.00 27.0 Block 3 NL Roof 1 S->N Lee Line 14.99 24.98 0.0 55.7 Block 3 NL Roof MinS->N Lee Line 14.99 24.98 0.0 27.0 Block 3 NCtr Roof MinS->N Lee Line 24.98 31.00 27.0 Block 3 NCtr Roof 1 S->N Lee Line 24.98 31.00 55.7 Block 3 SL Roof 1 N->S Lee Line 14.99 24.98 0.0 55.7 Block 3 SL Roof MinN->S Lee Line 14.99 24.98 0.0 27.0 Block 3 SCtr Roof MinN->S Lee Line 24.98 31.00 27.0 Block 3 SCtr Roof 1 N->S Lee Line 24.98 31.00 55.7 Block 3 NL Roof 1 N->SWind Line 14.99 24.98 -0.0 -8.9 Block 3 NL Roof MinN->SWind Line 14.99 24.98 0.0 27.0 Block 3 NCtr Roof 1 N->SWind Line 24.98 31.00 -8.9 Block 3 NCtr Roof MinN->SWind Line 24.98 31.00 27.0 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 57.00 61.7 Block 1 WWall MinW->EWind Line 0.00 57.00 48.0 Block 1 WWall MinW->EWind Line 5.00 57.00 32.0 Block 1 WWall 1 W->EWind Line 5.00 57.00 41.3 Block 1 EWall MinW->E Lee Line 0.00 9.50 48.0 Block 1 EWall 1 W->E Lee Line 0.00 9.50 44.2 Block 1 EWall 1 W->E Lee Line 5.00 7.50 29.5 Block 1 EWall MinW->E Lee Line 5.00 7.50 32.0 Block 1 EWall MinW->E Lee Line 7.50 17.50 32.0 Block 1 EWall 1 W->E Lee Line 7.50 17.50 29.5 Block 1 EWall MinW->E Lee Line 9.50 17.50 48.0 Block 1 EWall 1 W->E Lee Line 9.50 17.50 44.2 Block 1 EWall 1 W->E Lee Line 17.50 50.00 44.2 Block 1 EWall MinW->E Lee Line 17.50 57.00 32.0 Block 1 EWall 1 W->E Lee Line 17.50 57.00 29.5 Block 1 EWall MinW->E Lee Line 17.50 50.00 48.0 Block 1 EWall MinW->E Lee Line 50.00 57.00 48.0 Block 1 EWall 1 W->E Lee Line 50.00 57.00 44.2 Block 1 WWall MinE->W Lee Line 0.00 57.00 48.0 Block 1 WWall 1 E->W Lee Line 0.00 57.00 44.2 Block 1 WWall MinE->W Lee Line 5.00 57.00 32.0 Block 1 WWall 1 E->W Lee Line 5.00 57.00 29.5 Block 1 EWall MinE->WWind Line 0.00 9.50 48.0 Block 1 EWall 1 E->WWind Line 0.00 9.50 61.7 Block 1 EWall 1 E->WWind Line 5.00 7.50 41.3 Block 1 EWall MinE->WWind Line 5.00 7.50 32.0 Block 1 EWall MinE->WWind Line 7.50 17.50 32.0 Block 1 EWall 1 E->WWind Line 7.50 17.50 41.3 Block 1 EWall MinE->WWind Line 9.50 17.50 48.0 Block 1 EWall 1 E->WWind Line 9.50 17.50 61.7 Block 1 EWall MinE->WWind Line 17.50 57.00 32.0 Block 1 EWall MinE->WWind Line 17.50 50.00 48.0 Block 1 EWall 1 E->WWind Line 17.50 57.00 41.3 Block 1 EWall 1 E->WWind Line 17.50 50.00 61.7 Block 1 EWall MinE->WWind Line 50.00 57.00 48.0 Block 1 EWall 1 E->WWind Line 50.00 57.00 61.7 Block 1 SWall MinS->NWind Line 0.00 19.00 48.0 Block 1 SWall 1 S->NWind Line 0.00 19.00 61.7 Block 1 SWall 1 S->NWind Line 0.00 14.00 41.3 Block 1 SWall MinS->NWind Line 0.00 14.00 32.0 Block 1 SWall 1 S->NWind Line 14.00 24.50 41.3 Block 1 S Wall Min S->N Wind Line 14.00 24.50 32.0 7 Page 11 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 S Wall 1 S->N Wind Line 19.00 24.50 61.7 Block 1 SWall MinS->NWind Line 19.00 24.50 48.0 Block 1 SWall 1 S->NWind Line 24.50 30.00 61.7 Block 1 SWall MinS->NWind Line 24.50 30.00 48.0 Block 1 SWall MinS->NWind Line 24.50 30.00 32.0 Block 1 SWall 1 S->NWind Line 24.50 30.00 41.3 Block 1 NWall MinS->N Lee Line 0.00 14.50 48.0 Block 1 NWall 1 S->N Lee Line 0.00 30.00 17.6 Block 1 NWall 1 S->N Lee Line 0.00 14.50 26.4 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NWall 1 S->N Lee Line 14.50 30.00 26.4 Block 1 NWall MinS->N Lee Line 14.50 30.00 48.0 Block 1 SWall 1 N->S Lee Line 0.00 19.00 26.4 Block 1 SWall 1 N->S Lee Line 0.00 14.00 17.6 Block 1 SWall MinN->S Lee Line 0.00 14.00 32.0 Block 1 SWall MinN->S Lee Line 0.00 19.00 48.0 Block 1 SWall 1 N->S Lee Line 14.00 24.50 17.6 Block 1 SWall MinN->S Lee Line 14.00 24.50 32.0 Block 1 SWall 1 N->S Lee Line 19.00 24.50 26.4 Block 1 SWall MinN->S Lee Line 19.00 24.50 48.0 Block 1 SWall 1 N->S Lee Line 24.50 30.00 17.6 Block 1 SWall 1 N->S Lee Line 24.50 30.00 26.4 Block 1 SWall MinN->S Lee Line 24.50 30.00 32.0 Block 1 SWall MinN->S Lee Line 24.50 30.00 48.0 Block 1 NWall MinN->SWind Line 0.00 14.50 48.0 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 30.00 41.3 Block 1 NWall 1 N->SWind Line 0.00 14.50 61.7 Block 1 NWall 1 N->SWind Line 14.50 30.00 61.7 Block 1 NWall MinN->SWind Line 14.50 30.00 48.0 Legend: Block-Blockused in loadgeneration Accum. = loads fromoneblockcombinedwith another Manual = user-entered loads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhich loadsgeneratedorentered LoadCase-Oneof the following: ASCE7AllHeights:Case1or2 fromFig 27.3-8orminimum loads from27.1.5 ASCE7Low-rise:ReferencecornerandCaseAorB fromFig 28.3-1orminimum loads from28.3.4 WindDir-Directionofwind for loadswithpositivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardor leewardside of thebuilding for loads ingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start = intensityofuniformandpoint loadsor leftmost intensityof trapezoidal load,End = right intensityof trap load TribHt-Tributaryheightofarea loadsonly Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.60 towind loads beforedistributing them to the shearlines. 8 Page 12 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 BUILDINGMASSES Level 2 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 1 1 Line 6.50 58.00 198.8 198.8 E-W Roof Block 1 4 Line 6.50 58.00 198.8 198.8 E-W Roof Block 2 1 Line 4.00 7.50 120.0 120.0 E-W Roof Block 2 2 Line 4.00 7.50 120.0 120.0 E-W Roof Block 3 4 Line 16.50 58.00 41.2 41.2 E-W Roof Block 3 5 Line 16.50 58.00 56.2 56.2 E-W L Gable Block 3 5 Line 17.50 37.25 64.2 0.0 E-W R Gable Block 3 5 Line 37.25 57.00 0.0 64.2 N-S Roof Block 1 Line -1.00 25.50 386.2 386.2 N-S Roof Block 1 G Line -1.00 25.50 386.2 386.2 N-S Roof Block 2 B Line -1.00 15.00 33.8 33.8 N-S Roof Block 2 Line -1.00 15.00 18.8 18.8 N-S Roof Block 3 D Line 24.50 31.00 311.2 311.2 N-S Roof Block 3 G Line 24.50 31.00 311.2 311.2 N-S L Gable Block 1 Line 0.00 12.25 82.6 0.0 N-S R Gable Block 1 Line 12.25 24.50 0.0 82.6 N-S R Gable Block 1 G Line 0.00 12.25 82.6 0.0 N-S L Gable Block 1 G Line 12.25 24.50 0.0 82.6 N-S L Gable Block 2 B Line 0.00 7.00 47.2 0.0 N-S R Gable Block 2 B Line 7.00 14.00 0.0 47.2 BothWall 1-1 n/a 1 Line 5.00 57.00 40.0 40.0 BothWall 2-1 n/a 2 Line 5.00 7.50 40.0 40.0 BothWall 4-1 n/a 4 Line 7.50 17.50 40.0 40.0 BothWall 5-1 n/a 5 Line 17.50 57.00 40.0 40.0 BothWall B-1 n/a B Line 0.00 14.00 40.0 40.0 BothWall B-2 n/a Line 14.00 24.50 40.0 40.0 BothWall D-1 n/a D Line 24.50 30.00 40.0 40.0 BothWall E-1 n/a E Line 0.50 10.75 24.0 24.0 BothWall G-1 n/a G Line 0.00 30.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Floor F1 n/a 1 Line 0.00 9.50 114.0 114.0 BothWall 1-1 n/a 1 Line 5.00 57.00 40.0 40.0 E-W Floor F2 n/a 1 Line 9.50 17.50 147.0 147.0 E-W Floor F3 n/a 1 Line 17.50 50.00 180.0 180.0 E-W Floor F4 n/a 1 Line 50.00 57.00 87.0 87.0 BothWall 2-1 n/a 2 Line 5.00 7.50 40.0 40.0 E-W Floor F4 n/a Line 50.00 57.00 87.0 87.0 E-W Floor F1 n/a 3 Line 0.00 9.50 114.0 114.0 BothWall 4-1 n/a 4 Line 7.50 17.50 40.0 40.0 E-W Floor F2 n/a 4 Line 9.50 17.50 147.0 147.0 E-W Floor F3 n/a 5 Line 17.50 50.00 180.0 180.0 BothWall 5-1 n/a 5 Line 17.50 57.00 40.0 40.0 N-S Floor F1 n/a A Line 0.00 14.50 342.0 342.0 N-S Floor F2 n/a A Line 14.50 19.00 300.0 300.0 BothWall B-1 n/a B Line 0.00 14.00 40.0 40.0 BothWall B-2 n/a Line 14.00 24.50 40.0 40.0 N-S Floor F3 n/a C Line 19.00 24.50 243.0 243.0 BothWall D-1 n/a D Line 24.50 30.00 40.0 40.0 N-S Floor F4 n/a D Line 24.50 30.00 195.0 195.0 BothWall E-1 n/a E Line 0.50 10.75 24.0 24.0 9 Page 13 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 BUILDINGMASSES(continued) N-S Floor F2 n/a F Line 14.50 19.00 300.0 300.0 N-S Floor F3 n/a F Line 19.00 24.50 243.0 243.0 N-S Floor F4 n/a F Line 24.50 30.00 195.0 195.0 N-S Floor F1 n/a G Line 0.00 14.50 342.0 342.0 BothWall G-1 n/a G Line 0.00 30.00 40.0 40.0 BothWall 1-1 n/a 1 Line 0.00 57.00 45.0 45.0 BothWall 2-1 n/a Line 50.00 57.00 45.0 45.0 BothWall 3-1 n/a 3 Line 0.00 9.50 45.0 45.0 BothWall 4-1 n/a 4 Line 9.50 17.50 45.0 45.0 BothWall 5-1 n/a 5 Line 17.50 30.50 45.0 45.0 BothWall 5-2 n/a 5 Line 30.50 50.00 45.0 45.0 BothWall A-1 n/a A Line 0.00 19.00 45.0 45.0 BothWall C-1 n/a C Line 19.00 24.50 45.0 45.0 BothWall D-1 n/a D Line 24.50 30.00 45.0 45.0 BothWall E-1 n/a E Line 0.50 10.75 27.0 27.0 BothWall E-2 n/a Line 14.00 18.50 27.0 27.0 BothWall F-1 n/a F Line 14.50 30.00 45.0 45.0 BothWall G-1 n/a G Line 0.00 14.50 45.0 45.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline that equivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserapplied area loadsonly 10 Page 14 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line 4.00 5.00 46.5 46.5 E-W Point 5.00 5.00 172 172 E-W Line 5.00 6.50 62.0 62.0 E-W Line 6.50 7.50 139.0 139.0 E-W Point 7.50 7.50 277 277 E-W Line 7.50 16.50 92.5 92.5 E-W Line 16.50 17.50 111.4 111.4 E-W Point 17.50 17.50 43 43 E-W Line 17.50 37.25 111.4 123.8 E-W Point 20.00 20.00 48 48 E-W Line 37.25 57.00 123.8 111.4 E-W Point 57.00 57.00 428 428 E-W Line 57.00 58.00 95.9 95.9 N-S Line -1.00 0.00 159.8 159.8 N-S Point 0.00 0.00 403 403 N-S Line 0.00 0.50 175.3 177.3 N-S Line 0.50 7.00 181.9 207.4 N-S Line 7.00 10.75 207.4 212.3 N-S Line 10.75 12.25 207.6 209.6 N-S Line 12.25 14.00 209.6 202.7 N-S Point 14.00 14.00 19 19 N-S Line 14.00 15.00 202.7 200.1 N-S Line 15.00 24.50 189.9 165.1 N-S Point 24.50 24.50 77 77 N-S Line 24.50 25.50 285.7 285.7 N-S Line 25.50 30.00 136.1 136.1 N-S Point 30.00 30.00 552 552 N-S Line 30.00 31.00 120.6 120.6 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 94 94 E-W Line 0.00 5.00 35.0 35.0 E-W Point 5.00 5.00 62 62 E-W Point 5.00 5.00 1225 1225 E-W Line 5.00 7.50 43.8 43.8 E-W Point 7.50 7.50 46 46 E-W Line 7.50 9.50 43.8 43.8 E-W Point 9.50 9.50 27 27 E-W Line 9.50 17.50 51.0 51.0 E-W Point 17.50 17.50 51 51 E-W Line 17.50 30.50 58.3 58.3 E-W Point 20.00 20.00 57 57 E-W Point 22.00 22.00 13 13 E-W Line 30.50 50.00 58.3 58.3 E-W Point 50.00 50.00 77 77 E-W Line 50.00 57.00 37.8 37.8 E-W Point 57.00 57.00 204 204 N-S Point 0.00 0.00 511 511 N-S Line 0.00 0.50 93.9 93.9 N-S Line 0.50 10.75 99.5 99.5 N-S Line 10.75 14.00 93.9 93.9 N-S Point 14.00 14.00 11 11 N-S Line 14.00 14.50 96.9 96.9 N-S Point 14.50 14.50 35 35 N-S Line 14.50 18.50 87.6 87.6 N-S Line 18.50 19.00 84.6 84.6 N-S Point 19.00 19.00 47 47 N-S Line 19.00 24.50 72.1 72.1 N-S Point 24.50 24.50 84 84 N-S Line 24.50 30.00 61.6 61.6 N-S Point 30.00 30.00 334 334 Legend: Loads in tablecanbeaccumulationof loads fromseveralbuildingmasses,so theydonotcorrespondwith aparticularbuildingelement. Location-Startandendof load indirectionperpendicular toseismic forcedirection 11 Page 15 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.70andredundancy factor toseismic loadsbeforedistributing them to theshearlines. 12 Page 16 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 Design Summary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. HOLD-DOWNDESIGN WindLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. ThisDesignSummarydoesnot include failures thatoccurdue toexcessivestorydrift fromASCE7CC.2.2(wind)or12.12(seismic). Refer toStoryDrift table in thisreport toverify thisdesigncriterion. Refer to theDeflection table forpossibleissuesregarding fastenerslippage(SDPWSTableC4.2.3D). 13 Page 17 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 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 - - 1348 - - - 339 - - 14936 - -N->S - - 1331 - - - 339 - - 14936 - Wall1-1 1 S->N - - 1348 -1.0 - 339 - - 14936 - 1 N->S - - 1331 -1.0 - 339 - - 14936 - Seg. 1 -S->N 30.6 - 551 -1.0 - 339 -339 6110 0.09 -N->S 30.3 - 545 -1.0 - 339 -339 6110 0.09 Seg. 2 -S->N 30.6 - 138 -1.0 - 339 -339 1528 0.09 -N->S 30.3 - 136 -1.0 - 339 -339 1528 0.09 Seg. 3 -S->N 30.6 - 199 -1.0 - 339 -339 2206 0.09 -N->S 30.3 - 197 -1.0 - 339 -339 2206 0.09 Seg. 4 -S->N 30.6 - 459 -1.0 - 339 -339 5092 0.09 -N->S 30.3 - 454 -1.0 - 339 -339 5092 0.09 Level 1 Ln1,Lev1 -Both - - 2771 - - - 339 - - 13239 - Wall1-1 1 Both - - 2771 -1.0 - 339 - - 13239 - Seg. 1 -Both 71.1 - 995 -1.0 - 339 -339 4752 0.21 Seg. 2 -Both 71.1 - 426 -1.0 - 339 -339 2037 0.21 Seg. 3 -Both 71.1 - 799 -1.0 - 339 -339 3819 0.21 Seg. 4 -Both 71.1 - 409 -1.0 - 339 -339 1952 0.21 Seg. 5 -Both 47.4 - 142 -.67 - 226 -226 679 0.21 Line 5 Level 2 Ln5,Lev2 -Both - - 1308 - - - 339 - - 7431 - Wall5-1 1 Both - - 1308 -1.0 - 339 - - 7431 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -Both 48.5 - 158 -.81 - 276 -276 896 0.18 Seg. 3 -Both 59.7 - 1150 -1.0 - 339 -339 6534 0.18 Level 1 Ln5,Lev1 -Both - - 2748 - - - 339 - - 6619 - Wall5-2 1 Both 140.9 - 2748 -1.0 - 339 -339 6619 0.42 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 - - 1583 - - - 339 - - 2461 - WallA-1 1 Both - - 1583 -1.0 - 339 - - 2461 - Seg. 1 -Both 218.4 - 1583 -1.0 - 339 -339 2461 0.64 Seg. 2 -Both 0.0 - 0 -1.0 - 339 -339 - - Line B Level 2 LnB,Lev2 -Both - - 894 - - - 339 - - 6280 - WallB-1 1 Both - - 387 -1.0 - 339 - - 2716 - Seg. 1 -Both 48.3 - 193 -1.0 - 339 -339 1358 0.14 Seg. 2 -Both 48.3 - 193 -1.0 - 339 -339 1358 0.14 WallB-2 1 Both - - 508 -1.0 - 339 - - 3564 - Seg. 1 -Both 112.8 26.9 226 -1.0 - 339 -339 679 0.33 Open. 1 -W->E -64.4 387 - - - 339 -339 2037 0.19 -E->W -64.5 387 - - - 339 -339 2037 0.19 Seg. 2 -Both 112.8 26.9 282 -1.0 - 339 -339 849 0.33 Line E LnE,Lev2 -W->E - - 3025 - - - 495 - - 5076 - -E->W - - 3196 - - - 495 - - 5076 - WallE-1 2 W->E 295.1 - 3025 -1.0 - 495 -495 5076 0.60 2 E->W 311.8 - 3196 -1.0 - 495 -495 5076 0.63 Level 1 LnE,Lev1 -W->E - - 5866 - - - 495 - - 7305 - -E->W - - 6037 - - - 495 - - 7305 - WallE-1 2 W->E 397.7 - 4077 -1.0 - 495 -495 5076 0.80 2^E->W 409.3 - 4195 -1.0 - 495 -495 5076 0.83 WallE-2 2 W->E 397.7 - 1790 -1.0 - 495 -495 2229 0.80 2^E->W 409.3 - 1842 -1.0 - 495 -495 2229 0.83 Line F LnF,Lev1 -Both - - 1929 - - - 339 - - 2159 - 14 Page 18 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 SHEARRESULTS(flexiblewinddesign,continued) WallF-1 1^Both - - 1929 - 1.0 - 339 - - 2159 - Seg. 1 -Both 219.0 - 712 -.72 - 245 -245 797 0.89 Seg. 2 -Both 286.4 - 1217 -.94 - 321 -321 1363 0.89 Line G Level 2 LnG,Lev2 -W->E - - 2303 - - - 339 - - 5962 - -E->W - - 2452 - - - 339 - - 5962 - WallG-1 1 W->E - - 2303 -1.0 - 339 - - 5962 - 1 E->W - - 2452 -1.0 - 339 - - 5962 - Seg. 1 -W->E 131.1 - 1344 -1.0 - 339 -339 3479 0.39 -E->W 139.6 - 1431 -1.0 - 339 -339 3479 0.41 Seg. 2 -W->E 131.1 - 557 -1.0 - 339 -339 1443 0.39 -E->W 139.6 - 593 -1.0 - 339 -339 1443 0.41 Seg. 3 -W->E 114.8 - 402 -.88 - 297 -297 1040 0.39 -E->W 122.2 - 428 -.88 - 297 -297 1040 0.41 Level 1 LnG,Lev1 -W->E - - 2674 - - - 637 - - 3468 - -E->W - - 2824 - - - 637 - - 3468 - WallG-1 3 W->E - - 2674 -1.0 - 637 - - 3468 - 3 E->W - - 2824 -1.0 - 637 - - 3468 - Seg. 1 -W->E 382.0 - 1337 -.78 - 495 -495 1734 0.77 -E->W 403.4 - 1412 -.78 - 495 -495 1734 0.81 Seg. 2 -W->E 382.0 - 1337 -.78 - 495 -495 1734 0.77 -E->W 403.4 - 1412 -.78 - 495 -495 1734 0.81 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir-Directionofwind forcealongshearline. v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 FTAOwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factoredshear force.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwallsissum bi / FHS from4.3.5.6with bi defined in 4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshown isAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityof interiorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,also include unblocked factorCubandaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."S" indicates that theseismicdesigncriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 15 Page 19 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 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 1 651 651 LIMIT w/o 1500 0.43 V Elem 0.00 5.13 1 248 248 Refer to upper level 1-1 L Op 1 0.00 13.88 Min 651 651 LIMIT w/o 1500 0.43 1-1 R Op 1 0.00 17.13 1 667 667 LIMIT w/o 1500 0.44 1-1 L Op 2 0.00 22.88 Min 765 765 LIMIT w/o 1500 0.51 1-1 R Op 2 0.00 28.13 1 764 764 LIMIT w/o 1500 0.51 V Elem 0.00 29.38 Min 256 256 Refer to upper level V Elem 0.00 31.63 1 255 255 Refer to upper level V Elem 0.00 37.88 Min 252 252 Refer to upper level 1-1 L Op 3 0.00 39.13 Min 644 644 LIMIT w/o 1500 0.43 1-1 R Op 3 0.00 42.38 1 907 907 LIMIT w/o 1500 0.60 1-1 L Op 4 0.00 47.88 Min 669 669 LIMIT w/o 1500 0.45 1-1 R Op 4 0.00 54.13 1 465 465 LIMIT w/o 1500 0.31 1-1 R End 0.00 56.88 Min 711 711 LIMIT w/o 1500 0.47 Line 5 5-2 L End 30.00 30.63 Min 1955 1955 STHD14 (8" S 3815 0.51 V Elem 30.00 33.63 Min 671 671 Refer to upper level V Elem 30.00 37.88 Min 673 673 Refer to upper level 5-2 R End 30.00 49.88 Min 1285 1285 STHD14 (8" S 3815 0.34 V Elem 30.00 56.88 Min 673 673 Refer to upper level Line A A-1 L End 0.12 0.00 1 2036 2036 N/A 30000 0.07 A-1 L Op 1 7.13 0.00 1 2036 2036 N/A 30000 0.07 Line B V Elem 0.12 5.00 1 482 482 Refer to upper level V Elem 3.88 5.00 1 482 482 Refer to upper level V Elem 10.13 5.00 1 482 482 Refer to upper level V Elem 13.88 5.00 1 482 482 Refer to upper level V Elem 14.13 7.50 1 571 571 Refer to upper level V Elem 24.38 7.50 1 572 572 Refer to upper level Line E E-1 L End 0.63 20.00 1 6089 6089 HDQ8-SDS 7020 0.87 E-1 R End 10.63 20.00 1 6332 6332 HDQ8-SDS 7020 0.90 E-2 L End 14.13 22.00 1 3790 3790 STHD14 (8" S 5285 0.72 E-2 R End 18.38 22.00 1 3900 3900 STHD14 (8" S 5285 0.74 Line F F-1 L End 14.63 50.00 1 2135 2135 STHD14 (8" S 3815 0.56 F-1 L Op 1 17.63 50.00 1 2135 2135 STHD14 (8" S 3815 0.56 F-1 R Op 1 25.88 50.00 1 2739 2739 STHD14 (8" S 3815 0.72 F-1 R End 29.88 50.00 1 2739 2739 STHD14 (8" S 3815 0.72 Line G G-1 L End 0.12 57.00 1 5243 5243 HDU5 (4x6)5645 0.93 G-1 L Op 1 3.38 57.00 1 4101 4101 STHD14 (8" S 5285 0.78 G-1 R Op 1 11.13 57.00 1 2342 2342 STHD14 (8" S 5285 0.44 G-1 R End 14.38 57.00 1 3909 3909 STHD14 (8" S 5285 0.74 V Elem 18.38 57.00 1 2000 2000 Refer to upper level V Elem 26.63 57.00 1 989 989 Refer to upper level V Elem 29.88 57.00 1 1053 1053 Refer to upper level Level 2 TensileHold-down Line-Location[ft]Load orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 5.13 1 248 248 LIMIT w/o 1500 0.17 1-1 L Op 1 0.00 22.88 Min 245 245 LIMIT w/o 1500 0.16 1-1 R Op 1 0.00 25.13 1 259 259 LIMIT w/o 1500 0.17 1-1 L Op 2 0.00 29.38 Min 256 256 LIMIT w/o 1500 0.17 1-1 R Op 2 0.00 31.63 1 255 255 LIMIT w/o 1500 0.17 1-1 L Op 3 0.00 37.88 Min 252 252 LIMIT w/o 1500 0.17 1-1 R Op 3 0.00 42.13 1 249 249 LIMIT w/o 1500 0.17 1-1 R End 0.00 56.88 Min 246 246 LIMIT w/o 1500 0.16 Line 5 5-1 R Op 1 30.00 30.63 Min 671 671 LIMIT w/o 1500 0.45 5-1 L Op 2 30.00 33.63 Min 671 671 LIMIT w/o 1500 0.45 5-1 R Op 2 30.00 37.88 Min 673 673 LIMIT w/o 1500 0.45 5-1 R End 30.00 56.88 Min 673 673 LIMIT w/o 1500 0.45 Line B B-1 L End 0.12 5.00 1 482 482 LIMIT w/o 1500 0.32 B-1 L Op 1 3.88 5.00 1 482 482 LIMIT w/o 1500 0.32 B-1 R Op 1 10.13 5.00 1 482 482 LIMIT w/o 1500 0.32 16 Page 20 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 Hold-DownandCompressionDesign(flexiblewinddesign,continued) B-1 R End 13.88 5.00 1 482 482 LIMIT w/o 1500 0.32 B-2 L End 14.13 7.50 1 571 571 LIMIT w/o 1500 0.38 B-2 R End 24.38 7.50 1 572 572 LIMIT w/o 1500 0.38 Line E E-1 L End 0.63 20.00 1 2420 2420 MST48 3425 0.71 E-1 R End 10.63 20.00 1 2556 2556 MST48 3425 0.75 Line G G-1 L End 0.12 57.00 1 1540 1540 MST48 3425 0.45 G-1 L Op 1 10.13 57.00 1 1640 1640 MSTC66B3 3817 0.43 G-1 R Op 1 14.38 57.00 1 1878 1878 MST48 3425 0.55 G-1 L Op 2 18.38 57.00 1 2000 2000 MSTC66B3 3817 0.52 G-1 R Op 2 26.63 57.00 1 989 989 LIMIT w/o 1500 0.66 G-1 R End 29.88 57.00 1 1053 1053 LIMIT w/o 1500 0.70 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: HDQ8-SDS3forstudswith thickness > 0'-4.5"anddepth > 0'-3.5" : Uses201/4"x3"SDSheavy-dutyscrews;7/8"anchorbolt. Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Mostsevereofwind load cases isusedforoverturningcalculation. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 17 Page 21 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 COLLECTORFORCES(flexiblewinddesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1 Left Opening 1 0.00 14.00 314 -314 1-1 Right Opening 1 0.00 17.00 168 -168 1-1 Left Opening 2 0.00 23.00 303 -303 1-1 Right Opening 2 0.00 28.00 60 -60 1-1 Left Opening 3 0.00 39.25 312 -312 1-1 Right Opening 3 0.00 42.25 166 -166 1-1 Left Opening 4 0.00 48.00 295 -295 1-1 Right Opening 4 0.00 54.00 4 -4 Line 5 5-2 Left Wall End 30.00 30.50 -1099 1099 Line A A-1 Left Opening 1 7.25 0.00 979 -979 Line E E-1 Left Wall End 0.50 20.00 -98 101 E-1 Right Wall End 10.75 20.00 1975-2032 E-2 Left Wall End 14.00 22.00 1339-1378 E-2 Right Wall End 18.50 22.00 2249-2314 Line F F-1 Left Wall End 14.50 50.00 -932 932 F-1 Left Opening 1 17.75 50.00 -430 430 F-1 Right Opening 1 25.75 50.00 -944 944 Line G G-1 Left Opening 1 3.50 57.00 692 -730 G-1 Right Opening 1 11.00 57.00 -692 730 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 23.00 85 -84 1-1 Right Opening 1 0.00 25.00 33 -33 1-1 Left Opening 2 0.00 29.50 54 -54 1-1 Right Opening 2 0.00 31.50 2 -2 1-1 Left Opening 3 0.00 38.00 33 -33 1-1 Right Opening 3 0.00 42.00 -71 70 Line 5 5-1 Right Opening 1 30.00 30.50 -430 430 5-1 Left Opening 2 30.00 33.75 -380 380 5-1 Right Opening 2 30.00 37.75 -513 513 Line B B-1 Left Opening 1 4.00 5.00 47 -47 B-1 Right Opening 1 10.00 5.00 -172 172 B-2 Left Opening 1 16.00 7.50 -144 144 B-2 Right Opening 1 22.00 7.50 24 -24 B-2 Left Opening 1 16.00 7.50 172 172 B-2 Right Opening 1 22.00 7.50 215 215 Line E E-1 Left Wall End 0.50 20.00 -50 53 E-1 Right Wall End 10.75 20.00 1941-2051 Line G G-1 Left Opening 1 10.25 57.00 557 -593 G-1 Right Opening 1 14.25 57.00 250 -266 G-1 Left Opening 2 18.50 57.00 481 -512 G-1 Right Opening 2 26.50 57.00 -133 142 Legend: Line-Wall-Shearline and wallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical loadcase: ASCE7All heightsCase1or 2 ASCE7Low-risecorner;CaseAor B DragstrutForce-Axial force in transferelement at openings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline force(vmax from4.3.6.4.1.1 forperforatedwalls) Strap/BlockingForce–ForFTAOwalls,force transferred fromaboveandbelowopening toshearwallpier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 18 Page 22 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 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 35786 1465.0 4852 4852 12370 15976 6052 6052 6052 6052 1 32470 1453.0 2499 2499 10995 14184 5491 7635 5491 5491 All 68256 -7351 7351 - - - - - - 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 = 0.888,butV1 / Vr1 = 0.518,so theweakstory ispermitted. 19 Page 23 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 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 - - 2456 - - - 242 - - 10668 - Wall1-1 1 Both - - 2456 -1.0 - 242 - - 10668 - Seg. 1 -Both 55.8 - 1005 -1.0 - 242 -242 4364 0.23 Seg. 2 -Both 55.8 - 251 -1.0 - 242 -242 1091 0.23 Seg. 3 -Both 55.8 - 363 -1.0 - 242 -242 1576 0.23 Seg. 4 -Both 55.8 - 837 -1.0 - 242 -242 3637 0.23 Level 1 Ln1,Lev1 -Both - - 3828 - - - 242 - - 9456 - Wall1-1 1 Both - - 3828 -1.0 - 242 - - 9456 - Seg. 1 -Both 98.2 - 1374 -1.0 - 242 -242 3395 0.40 Seg. 2 -Both 98.2 - 589 -1.0 - 242 -242 1455 0.40 Seg. 3 -Both 98.2 - 1104 -1.0 - 242 -242 2728 0.40 Seg. 4 -Both 98.2 - 564 -1.0 - 242 -242 1394 0.40 Seg. 5 -Both 65.4 - 196 -.67 - 162 -162 485 0.40 Line 5 Level 2 Ln5,Lev2 -Both - - 2396 - - - 242 - - 5308 - Wall5-1 1 Both - - 2396 -1.0 - 242 - - 5308 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 88.9 - 289 -.81 - 197 -197 640 0.45 Seg. 3 -Both 109.5 - 2107 -1.0 - 242 -242 4667 0.45 Level 1 Ln5,Lev1 -Both - - 3522 - - - 242 - - 4728 - Wall5-2 1 Both 180.6 - 3522 -1.0 - 242 -242 4728 0.74 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 - - 1090 - - - 242 - - 1758 - WallA-1 1 Both - - 1090 -1.0 - 242 - - 1758 - Seg. 1 -Both 150.4 - 1090 -1.0 - 242 -242 1758 0.62 Seg. 2 -Both 0.0 - 0 -1.0 - 242 -242 - - Line B Level 2 LnB,Lev2 -Both - - 858 - - - 242 - - 4486 - WallB-1 1 Both - - 371 -1.0 - 242 - - 1940 - Seg. 1 -Both 46.4 - 185 -1.0 - 242 -242 970 0.19 Seg. 2 -Both 46.4 - 185 -1.0 - 242 -242 970 0.19 WallB-2 1 Both - - 487 -1.0 - 242 - - 2546 - Seg. 1 -Both 108.2 25.8 216 -1.0 - 242 -242 485 0.45 Open. 1 -Both -61.8 371 - - - 242 -242 1455 0.25 Seg. 2 -Both 108.2 25.8 270 -1.0 - 242 -242 606 0.45 Line E LnE,Lev2 -Both - - 2105 - - - 354 - - 3626 - WallE-1 2 Both 205.4 - 2105 -1.0 - 354 -354 3626 0.58 Level 1 LnE,Lev1 -Both - - 3390 - - - 354 - - 5218 - WallE-1 2 Both 229.8 - 2355 -1.0 - 354 -354 3626 0.65 WallE-2 2 Both 229.8 - 1034 -1.0 - 354 -354 1592 0.65 Line F LnF,Lev1 -Both - - 746 - - - 242 - - 1542 - WallF-1 1 Both - - 746 -1.0 - 242 - - 1542 - Seg. 1 -Both 84.7 - 275 -.72 - 175 -175 569 0.48 Seg. 2 -Both 110.8 - 471 -.94 - 229 -229 973 0.48 Line G Level 2 LnG,Lev2 -Both - - 1889 - - - 242 - - 4258 - WallG-1 1 Both - - 1889 -1.0 - 242 - - 4258 - Seg. 1 -Both 107.6 - 1103 -1.0 - 242 -242 2485 0.44 Seg. 2 -Both 107.6 - 457 -1.0 - 242 -242 1030 0.44 Seg. 3 -Both 94.1 - 329 -.88 - 212 -212 743 0.44 Level 1 LnG,Lev1 -Both - - 2125 - - - 455 - - 2477 - WallG-1 3^Both - - 2125 -1.0 - 455 - - 2477 - Seg. 1 -Both 303.5 - 1062 -.78 - 354 -354 1239 0.86 Seg. 2 -Both 303.5 - 1062 -.78 - 354 -354 1239 0.86 20 Page 24 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 FTAOwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factoredshear force.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwallsissum bi / FHS from4.3.5.6with bi defined in 4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshown isAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityof interiorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,also include unblocked factorCubandaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."W" indicates that thewind designcriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 21 Page 25 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 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 0.12 900 900 LIMIT w/o 1500 0.60 V Elem 0.00 5.13 453 453 Refer to upper level 1-1 L Op 1 0.00 13.88 900 900 LIMIT w/o 1500 0.60 1-1 R Op 1 0.00 17.13 922 922 LIMIT w/o 1500 0.61 1-1 L Op 2 0.00 22.88 1103 1103 LIMIT w/o 1500 0.74 1-1 R Op 2 0.00 28.13 1104 1104 LIMIT w/o 1500 0.74 V Elem 0.00 29.38 473 473 Refer to upper level V Elem 0.00 31.63 464 464 Refer to upper level V Elem 0.00 37.88 464 464 Refer to upper level 1-1 L Op 3 0.00 39.13 885 885 LIMIT w/o 1500 0.59 1-1 R Op 3 0.00 42.38 1359 1359 LIMIT w/o 1500 0.91 1-1 L Op 4 0.00 47.88 924 924 LIMIT w/o 1500 0.62 1-1 R Op 4 0.00 54.13 643 643 LIMIT w/o 1500 0.43 1-1 R End 0.00 56.88 1097 1097 LIMIT w/o 1500 0.73 Line 5 5-2 L End 30.00 30.63 2875 2875 STHD14 (8" S 3815 0.75 V Elem 30.00 33.63 1229 1229 Refer to upper level V Elem 30.00 37.88 1234 1234 Refer to upper level 5-2 R End 30.00 49.88 1647 1647 STHD14 (8" S 3815 0.43 V Elem 30.00 56.88 1234 1234 Refer to upper level Line A A-1 L End 0.12 0.00 1402 1402 N/A 30000 0.05 A-1 L Op 1 7.13 0.00 1402 1402 N/A 30000 0.05 Line B V Elem 0.12 5.00 462 462 Refer to upper level V Elem 3.88 5.00 462 462 Refer to upper level V Elem 10.13 5.00 462 462 Refer to upper level V Elem 13.88 5.00 462 462 Refer to upper level V Elem 14.13 7.50 548 548 Refer to upper level V Elem 24.38 7.50 548 548 Refer to upper level Line E E-1 L End 0.63 20.00 3804 3804 HDQ8-SDS 7020 0.54 E-1 R End 10.63 20.00 3804 3804 HDQ8-SDS 7020 0.54 E-2 L End 14.13 22.00 2190 2190 STHD14 (8" S 5285 0.41 E-2 R End 18.38 22.00 2190 2190 STHD14 (8" S 5285 0.41 Line F F-1 L End 14.63 50.00 826 826 STHD14 (8" S 3815 0.22 F-1 L Op 1 17.63 50.00 826 826 STHD14 (8" S 3815 0.22 F-1 R Op 1 25.88 50.00 1059 1059 STHD14 (8" S 3815 0.28 F-1 R End 29.88 50.00 1059 1059 STHD14 (8" S 3815 0.28 Line G G-1 L End 0.12 57.00 4205 4205 HDU5 (4x6)5645 0.74 G-1 L Op 1 3.38 57.00 3089 3089 STHD14 (8" S 5285 0.58 G-1 R Op 1 11.13 57.00 1826 1826 STHD14 (8" S 5285 0.35 G-1 R End 14.38 57.00 2942 2942 STHD14 (8" S 5285 0.56 V Elem 18.38 57.00 1541 1541 Refer to upper level V Elem 26.63 57.00 811 811 Refer to upper level V Elem 29.88 57.00 811 811 Refer to upper level Level 2 TensileHold-down Line-Location[ft]orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 5.13 453 453 LIMIT w/o 1500 0.30 1-1 L Op 1 0.00 22.88 453 453 LIMIT w/o 1500 0.30 1-1 R Op 1 0.00 25.13 473 473 LIMIT w/o 1500 0.32 1-1 L Op 2 0.00 29.38 473 473 LIMIT w/o 1500 0.32 1-1 R Op 2 0.00 31.63 464 464 LIMIT w/o 1500 0.31 1-1 L Op 3 0.00 37.88 464 464 LIMIT w/o 1500 0.31 1-1 R Op 3 0.00 42.13 454 454 LIMIT w/o 1500 0.30 1-1 R End 0.00 56.88 454 454 LIMIT w/o 1500 0.30 Line 5 5-1 R Op 1 30.00 30.63 1229 1229 LIMIT w/o 1500 0.82 5-1 L Op 2 30.00 33.63 1229 1229 LIMIT w/o 1500 0.82 5-1 R Op 2 30.00 37.88 1234 1234 LIMIT w/o 1500 0.82 5-1 R End 30.00 56.88 1234 1234 LIMIT w/o 1500 0.82 Line B B-1 L End 0.12 5.00 462 462 LIMIT w/o 1500 0.31 B-1 L Op 1 3.88 5.00 462 462 LIMIT w/o 1500 0.31 B-1 R Op 1 10.13 5.00 462 462 LIMIT w/o 1500 0.31 22 Page 26 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) B-1 R End 13.88 5.00 462 462 LIMIT w/o 1500 0.31 B-2 L End 14.13 7.50 548 548 LIMIT w/o 1500 0.37 B-2 R End 24.38 7.50 548 548 LIMIT w/o 1500 0.37 Line E E-1 L End 0.63 20.00 1684 1684 MST48 3425 0.49 E-1 R End 10.63 20.00 1684 1684 MST48 3425 0.49 Line G G-1 L End 0.12 57.00 1263 1263 MST48 3425 0.37 G-1 L Op 1 10.13 57.00 1263 1263 MSTC66B3 3817 0.33 G-1 R Op 1 14.38 57.00 1541 1541 MST48 3425 0.45 G-1 L Op 2 18.38 57.00 1541 1541 MSTC66B3 3817 0.40 G-1 R Op 2 26.63 57.00 811 811 LIMIT w/o 1500 0.54 G-1 R End 29.88 57.00 811 811 LIMIT w/o 1500 0.54 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: HDQ8-SDS3forstudswith thickness > 0'-4.5"anddepth > 0'-3.5" : Uses201/4"x3"SDSheavy-dutyscrews;7/8"anchorbolt. CombinedforcefromASCE72.4.1 loadcombination10 = -(0.6D-0.7Ev+0.7Eh);Eh(from12.4.2.1) = -shearoverturningforce Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 23 Page 27 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 6840 6840 1-1 Left Opening 1 0.00 14.00 775 -775 1-1 Right Opening 1 0.00 17.00 415 -415 1-1 Left Opening 2 0.00 23.00 748 -748 1-1 Right Opening 2 0.00 28.00 148 -148 1-1 Left Opening 3 0.00 39.25 771 -771 1-1 Right Opening 3 0.00 42.25 411 -411 1-1 Left Opening 4 0.00 48.00 729 -729 1-1 Right Opening 4 0.00 54.00 9 -9 Line 5 Shearline force 6089 6089 5-2 Left Wall End 30.00 30.50 -2436 2436 Line A Shearline force 2593 2593 A-1 Left Opening 1 7.25 0.00 1603-1603 Line E Shearline force 4991 4991 E-1 Left Wall End 0.50 20.00 -83 83 E-1 Right Wall End 10.75 20.00 1680-1680 E-2 Left Wall End 14.00 22.00 1139-1139 E-2 Right Wall End 18.50 22.00 1913-1913 Line F Shearline force 1640 1640 F-1 Left Wall End 14.50 50.00 -793 793 F-1 Left Opening 1 17.75 50.00 -365 365 F-1 Right Opening 1 25.75 50.00 -802 802 Line G Shearline force 2406 2406 G-1 Left Opening 1 3.50 57.00 622 -622 G-1 Right Opening 1 11.00 57.00 -622 622 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 3063 3063 1-1 Left Opening 1 0.00 23.00 193 -193 1-1 Right Opening 1 0.00 25.00 75 -75 1-1 Left Opening 2 0.00 29.50 123 -123 1-1 Right Opening 2 0.00 31.50 5 -5 1-1 Left Opening 3 0.00 38.00 75 -75 1-1 Right Opening 3 0.00 42.00 -161 161 Line 5 Shearline force 2989 2989 5-1 Right Opening 1 30.00 30.50 -984 984 5-1 Left Opening 2 30.00 33.75 -869 869 5-1 Right Opening 2 30.00 37.75 -1172 1172 Line B Shearline force 1070 1070 B-1 Left Opening 1 4.00 5.00 57 -57 B-1 Right Opening 1 10.00 5.00 -205 205 B-2 Left Opening 1 16.00 7.50 -172 172 B-2 Right Opening 1 22.00 7.50 29 -29 B-2 Left Opening 1 16.00 7.50 165 165 B-2 Right Opening 1 22.00 7.50 206 206 Line E Shearline force 2626 2626 E-1 Left Wall End 0.50 20.00 -44 44 E-1 Right Wall End 10.75 20.00 1685-1685 Line G Shearline force 2357 2357 G-1 Left Opening 1 10.25 57.00 570 -570 G-1 Right Opening 1 14.25 57.00 256 -256 G-1 Left Opening 2 18.50 57.00 492 -492 G-1 Right Opening 2 26.50 57.00 -136 136 Legend: Line-Wall-Shearline and wallnumber Position…-Side of opening orwallend thatdragstrut isattached to 24 Page 28 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A).wswu Nov. 5, 2024 10:34:27 Location-Co-ordinates inPlanView DragstrutForce-Axial force in transferelement at openings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline forceshown.ForSDCC-F, it is thegreaterof thedesignshearline forceand thediaphragm forceFpx,added toshearline force fromstoryaboveand to forces transferred fromdiscontinuousshearlines factoredbyoverstrength(omega)asper12.10.1.1. Refer toSeismic Information table fordiaphragm forcesandomega factor. ForSDCD-F, if horizontal torsional irregularities2,3,or4are input,orvertical irregularity4detectedor input,25% increase from12.3.3.4applied. Forperforatedwalls, this force isconverted tovmaxusing 4.3.6.4.1.1. Strap/BlockingForce–ForFTAOwalls,force transferred fromaboveandbelowopening toshearwallpier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 25 Page 29 of 144 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2385-2-SHEAR(B).wswu Nov.5,202415:25:55 -10'-5'0'5'10'15'20'25'30'35'40'45' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' G-1 A-1 C-1 D-1 F-1 E-1 E-2 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 30 of 144 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2385-2-SHEAR(B).wswu Nov.5,202415:25:55 -10'-5'0'5'10'15'20'25'30'35'40'45' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' G-1 B-1 B-2 D-1 E-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 31 of 144 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 L2M-2385-2-SHEAR(B).wswu Nov.5,202415:26:07 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 0.214s 0.214s ApproximateTa 0.214s 0.214s Maximum T 0.299s 0.299s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.80Case 2 N-S loadsE-Wloads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16psf 8 psf ServiceabilityWindSpeed 100mph 1 Page 32 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 20.02 0.0 Level2 12.02 1'-6.0 8.00 Level1 1.52 9.3 9.00 Foundation 0.75 BLOCKandROOF INFORMATION Block RoofPanels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story E-W Ridge LocationX,Y =0.00 17.50 North Side 27.0 1.00 ExtentX,Y =30.00 39.50 South Side 27.0 1.00 RidgeYLocation,Offset 37.25 0.00 East Gable 90.0 1.00 RidgeElevation,Height 30.08 10.06 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =0.00 7.50 North Joined 153.0 1.00 ExtentX,Y =24.50 10.00 South Gable 90.0 1.00 RidgeXLocation,Offset 12.25 0.00 East Side 34.0 1.00 RidgeElevation,Height 28.28 8.26 West Side 34.0 1.00 Block 3 2 Story N-S Ridge LocationX,Y =0.00 5.00 North Joined 90.0 1.00 ExtentX,Y =14.00 2.50 South Gable 90.0 1.00 RidgeXLocation,Offset 7.00 0.00 East Side 34.0 1.00 RidgeElevation,Height 24.74 4.72 West Side 34.0 1.00 2 Page 33 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in lbs/in in in 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 6 12 Y 1,3 2 1 StructShOSB 24/16 7/16 --Vert 83500 8d Common N 4 12 Y 1,2,3 3 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 Legend: WallGrp–WallDesignGroup b–Studbreadth(thickness) d–Studdepth(width) Spcg–Maximum on-centrespacing of studs fordesign, actualspacing maybe less. SG–Specificgravity E–Modulusofelasticity StandardWall-Standardwalldesignedasgroup. Fcp-Compressivestrengthperpendicular tograin Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. Thefollowingfactorsareapplied toFcpforcompressivedesign and deformationunderwallsegmentendstuds : BearingareafactorCbfromNDS3.10.4,underwindowopenings. 3 Page 34 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 SHEARLINE,WALLandOPENINGDIMENSIONS North-south Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group X[ft]Start End [ft][ft]Ratio [ft]S N Line 1 Level 2 Line 1 1 0.00 5.00 57.00 52.00 44.00 -8.00 -- Wall 1-1 Seg 1 0.00 5.00 57.00 52.00 44.00 -- 22 Segment 1 --5.00 23.00 18.00 17.75 0.44 - 22 Opening 1 --23.00 25.00 2.00 --5.00 22 Segment 2 --25.00 29.50 4.50 4.25 1.78 - 22 Opening 2 --29.50 31.50 2.00 --5.00 22 Segment 3 --31.50 38.00 6.50 6.25 1.23 - 22 Opening 3 --38.00 42.00 4.00 --5.00 22 Segment 4 --42.00 57.00 15.00 14.75 0.53 - 22 Level 1 Line 1 1 0.00 0.00 57.00 57.00 40.00 -9.00 -- Wall 1-1 Seg 1 0.00 0.00 57.00 57.00 40.00 -- 22 Segment 1 --0.00 14.00 14.00 13.75 0.64 - 22 Opening 1 --14.00 17.00 3.00 --5.00 22 Segment 2 --17.00 23.00 6.00 5.75 1.50 - 22 Opening 2 --23.00 28.00 5.00 --5.00 22 Segment 3 --28.00 39.25 11.25 11.00 0.80 - 22 Opening 3 --39.25 42.25 3.00 --5.00 22 Segment 4 --42.25 48.00 5.75 5.50 1.57 - 22 Opening 4 --48.00 54.00 6.00 --5.00 22 Segment 5 --54.00 57.00 3.00 2.75 3.00 - 22 Line 2 Level 2 Line 2 NSW 14.00 5.00 57.00 52.00 0.00 -8.00 -- Wall 2-1 NSW 14.00 5.00 7.50 2.50 0.00 1.00 - 22 Level 1 Line 2 NSW 14.00 5.00 57.00 52.00 0.00 -9.00 -- Wall 2-1 NSW 14.50 50.00 57.00 7.00 0.00 1.00 - 22 Line 3 Level 1 Line 3 NSW 19.00 0.00 9.50 9.50 0.00 -9.00 -- Wall 3-1 NSW 19.00 0.00 9.50 9.50 0.00 1.00 - 22 Line 4 Level 2 Line 4 NSW 24.50 7.50 17.50 10.00 0.00 -8.00 -- Wall 4-1 NSW 24.50 7.50 17.50 10.00 0.00 1.00 - 22 Level 1 Line 4 NSW 24.50 7.50 17.50 10.00 0.00 -9.00 -- Wall 4-1 NSW 24.50 9.50 17.50 8.00 0.00 1.00 - 22 Line 5 Level 2 Line 5 1 30.00 17.50 57.00 39.50 22.50 -8.00 -- Wall 5-1 Seg 1 30.00 17.50 57.00 39.50 22.50 -- 22 Segment 1 --17.50 18.50 1.00 -8.00 - 22 Opening 1 --18.50 30.50 12.00 --5.00 22 Segment 2 --30.50 33.75 3.25 3.00 2.46 - 22 Opening 2 --33.75 37.75 4.00 --5.00 22 Segment 3 --37.75 57.00 19.25 19.00 0.42 - 22 Level 1 Line 5 1 30.00 17.50 50.00 32.50 19.25 -9.00 -- Wall 5-1 NSW 30.00 17.50 30.50 13.00 0.00 1.00 - 22 Wall 5-2 Seg 1 30.00 30.50 50.00 19.50 19.25 0.46 - 22 East-west Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft]W E Line A Level 1 Line A 1 0.00 0.00 19.00 19.00 7.25 -9.00 -- Wall A-1 Seg 1 0.00 0.00 19.00 19.00 7.25 -- 22 Segment 1 --0.00 7.25 7.25 7.00 1.24 - 22 Opening 1 --7.25 18.00 10.75 --5.00 22 Segment 2 --18.00 19.00 1.00 -9.00 - 22 Line B Level 2 Line B 1 6.07 0.00 24.50 24.50 14.50 -8.00 -- Wall B-1 Seg 1 5.00 0.00 14.00 14.00 8.00 -- 22 Segment 1 --0.00 4.00 4.00 3.75 2.00 - 22 Opening 1 --4.00 10.00 6.00 --5.00 22 Segment 2 --10.00 14.00 4.00 3.75 2.00 -2 2 4 Page 35 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Wall B-2 Seg 1 7.50 14.00 24.50 10.50 6.50 --2 2 Segment 1 --14.00 17.00 3.00 2.75 2.67 - 22 Opening 1 --17.00 21.00 4.00 --2.00 22 Segment 2 --21.00 24.50 3.50 3.25 2.29 - 22 Line C Level 1 Line C NSW 9.50 19.00 24.50 5.50 0.00 -9.00 -- Wall C-1 NSW 9.50 19.00 24.50 5.50 0.00 1.00 - 22 Line D Level 2 Line D NSW 17.50 24.50 30.00 5.50 0.00 -8.00 -- Wall D-1 NSW 17.50 24.50 30.00 5.50 0.00 1.00 - 22 Level 1 Line D NSW 17.50 24.50 30.00 5.50 0.00 -9.00 -- Wall D-1 NSW 17.50 24.50 30.00 5.50 0.00 1.00 - 22 Line E Level 2 Line E Seg 2 20.00 0.00 30.00 30.00 10.00 -8.00 -- Wall E-1 Seg 2 20.00 0.50 10.75 10.25 10.00 0.78 - 22 Level 1 Line E 2 20.61 0.00 30.00 30.00 14.75 -9.00 -- Wall E-1 Seg 2 20.00 0.50 10.75 10.25 10.00 0.88 - 33 Wall E-2 Seg 2 22.00 14.00 18.50 4.50 4.25 2.00 - 22 Line F Level 1 Line F 1 50.00 0.00 30.00 30.00 7.50 -9.00 -- Wall F-1 Seg 1 50.00 14.50 30.00 15.50 7.50 -- 22 Segment 1 --14.50 17.75 3.25 3.00 2.77 - 22 Opening 1 --17.75 25.75 8.00 --5.00 22 Segment 2 --25.75 30.00 4.25 4.00 2.12 - 22 Line G Level 2 Line G 1 57.00 0.00 30.00 30.00 18.00 -8.00 -- Wall G-1 Seg 1 57.00 0.00 30.00 30.00 18.00 -- 22 Segment 1 --0.00 10.25 10.25 10.00 0.78 - 22 Opening 1 --10.25 14.25 4.00 --5.00 22 Segment 2 --14.25 18.50 4.25 4.00 1.88 - 22 Opening 2 --18.50 26.50 8.00 --5.00 22 Segment 3 --26.50 30.00 3.50 3.25 2.29 - 22 Level 1 Line G 3 57.00 0.00 14.50 14.50 7.00 -9.00 -- Wall G-1 Seg 3 57.00 0.00 14.50 14.50 7.00 -- 22 Segment 1 --0.00 3.50 3.50 3.25 2.57 - 22 Opening 1 --3.50 11.00 7.50 --5.00 22 Segment 2 --11.00 14.50 3.50 3.25 2.57 - 22 Legend: Type–Seg:Segmented,Prf:Perforated,FT:FTAO(force transferaroundopenings),NSW:Non-shearwall,NW:Non-wood/Proprietary,ND:Not designed Location–Position in structureperpendicular towall Length–Shear line:Distancebetweenexteriorperpendicularwallsdefining theshear lineextent Wall,segment,oropening:End-to-end lengthof theelement FHS–Dependingonelement,showsdifferentdefinitionsof full-heightsheathing length(FHS): Shearlineswith multiple walls,segmentedwalls,orFTAOwalls:Totalshear-resistingFHS Individualwallsegmentsorwallswithoutopenings:Distancebetweenhold-downsbeff Perforatedwalls:Sumof factoredsegment lengthsbidefined inSDPWS4.3.5.6 AspectRatio–Ratioofwallheight tosegment length(h/b); forFTAOwalls, theaspectratioof thecentralpier WallGroup–Walldesign groupdefinedinSheathingandFramingMaterials tables,where it showsassociatedStandardWall Studs:Numberofendstudsat thesouthandnorthorwestandeastendsofawallsegmentoraperforatedorFTAOwall. If twowallgroupnumbers listed, theyare forrigid diaphragmand flexible diaphragmdesign. 5 Page 36 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 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 57.00 32.0 Block 1 WWall 1 W->EWind Line 5.00 57.00 43.4 Block 1 WL Gable MinW->EWind Line 17.50 37.25 0.0 80.5 Block 1 WL Gable 1 W->EWind Line 17.50 37.25 0.0 117.4 Block 1 WR Gable 1 W->EWind Line 37.25 57.00 117.4 0.0 Block 1 WR Gable MinW->EWind Line 37.25 57.00 80.5 0.0 Block 1 EWall 1 W->E Lee Line 5.00 7.50 29.8 Block 1 EWall MinW->E Lee Line 5.00 7.50 32.0 Block 1 EWall 1 W->E Lee Line 7.50 17.50 29.8 Block 1 EWall MinW->E Lee Line 7.50 17.50 32.0 Block 1 EL Gable 1 W->E Lee Line 17.50 37.25 0.0 74.9 Block 1 EWall MinW->E Lee Line 17.50 57.00 32.0 Block 1 EWall 1 W->E Lee Line 17.50 57.00 29.8 Block 1 EL Gable MinW->E Lee Line 17.50 37.25 0.0 80.5 Block 1 ER Gable 1 W->E Lee Line 37.25 57.00 74.9 0.0 Block 1 ER Gable MinW->E Lee Line 37.25 57.00 80.5 0.0 Block 1 WWall 1 E->W Lee Line 5.00 57.00 29.8 Block 1 WWall MinE->W Lee Line 5.00 57.00 32.0 Block 1 WL Gable 1 E->W Lee Line 17.50 37.25 0.0 74.9 Block 1 WL Gable MinE->W Lee Line 17.50 37.25 0.0 80.5 Block 1 WR Gable MinE->W Lee Line 37.25 57.00 80.5 0.0 Block 1 WR Gable 1 E->W Lee Line 37.25 57.00 74.9 0.0 Block 1 EWall 1 E->WWind Line 5.00 7.50 43.4 Block 1 EWall MinE->WWind Line 5.00 7.50 32.0 Block 1 EWall MinE->WWind Line 7.50 17.50 32.0 Block 1 EWall 1 E->WWind Line 7.50 17.50 43.4 Block 1 EWall 1 E->WWind Line 17.50 57.00 43.4 Block 1 EWall MinE->WWind Line 17.50 57.00 32.0 Block 1 EL Gable MinE->WWind Line 17.50 37.25 0.0 80.5 Block 1 EL Gable 1 E->WWind Line 17.50 37.25 0.0 117.4 Block 1 ER Gable 1 E->WWind Line 37.25 57.00 117.4 0.0 Block 1 ER Gable MinE->WWind Line 37.25 57.00 80.5 0.0 Block 1 SRoof 1 S->NWind Line -1.00 31.00 26.4 Block 1 SRoof MinS->NWind Line -1.00 31.00 42.3 Block 1 SWall MinS->NWind Line 0.00 14.00 32.0 Block 1 SWall 1 S->NWind Line 0.00 14.00 43.4 Block 1 SWall MinS->NWind Line 14.00 24.50 32.0 Block 1 SWall 1 S->NWind Line 14.00 24.50 43.4 Block 1 SWall 1 S->NWind Line 24.50 30.00 43.4 Block 1 SWall MinS->NWind Line 24.50 30.00 32.0 Block 1 NRoof MinS->N Lee Line -1.00 31.00 42.3 Block 1 NRoof 1 S->N Lee Line -1.00 31.00 94.5 Block 1 NWall 1 S->N Lee Line 0.00 30.00 26.0 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 SRoof MinN->S Lee Line -1.00 31.00 42.3 Block 1 SRoof 1 N->S Lee Line -1.00 31.00 94.5 Block 1 SWall MinN->S Lee Line 0.00 14.00 32.0 Block 1 SWall 1 N->S Lee Line 0.00 14.00 26.0 Block 1 SWall 1 N->S Lee Line 14.00 24.50 26.0 Block 1 SWall MinN->S Lee Line 14.00 24.50 32.0 Block 1 SWall 1 N->S Lee Line 24.50 30.00 26.0 Block 1 SWall MinN->S Lee Line 24.50 30.00 32.0 Block 1 NRoof MinN->SWind Line -1.00 31.00 42.3 Block 1 NRoof 1 N->SWind Line -1.00 31.00 26.4 Block 1 NWall 1 N->SWind Line 0.00 30.00 43.4 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 2 WCtr Roof 1 W->EWind Line 6.50 16.18 26.6 Block 2 WCtr Roof MinW->EWind Line 6.50 16.18 35.7 Block 2 WR Roof 1 W->EWind Line 16.18 33.72 26.6 0.0 Block 2 WR Roof MinW->EWind Line 16.18 33.72 35.7 0.0 Block 2 ECtr Roof 1 W->E Lee Line 6.50 16.18 79.0 Block 2 ECtr Roof MinW->E Lee Line 6.50 16.18 35.7 Block 2 ER Roof MinW->E Lee Line 16.18 33.72 35.7 0.0 Block 2 ER Roof 1 W->E Lee Line 16.18 33.72 79.0 0.0 Block 2 WCtr Roof 1 E->W Lee Line 6.50 16.18 79.0 Block 2 WCtr Roof MinE->W Lee Line 6.50 16.18 35.7 Block 2 WR Roof MinE->W Lee Line 16.18 33.72 35.7 0.0 Block 2 WR Roof 1 E->W Lee Line 16.18 33.72 79.0 0.0 Block 2 E Ctr Roof Min E->W Wind Line 6.50 16.18 35.7 6 Page 37 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 E Ctr Roof 1 E->W Wind Line 6.50 16.18 26.6 Block 2 ER Roof 1 E->WWind Line 16.18 33.72 26.6 0.0 Block 2 ER Roof MinE->WWind Line 16.18 33.72 35.7 0.0 Block 2 SL Gable MinS->NWind Line 0.00 12.25 0.0 66.1 Block 2 SL Gable 1 S->NWind Line 0.00 12.25 0.0 95.7 Block 2 SR Gable 1 S->NWind Line 12.25 24.50 95.7 0.0 Block 2 SR Gable MinS->NWind Line 12.25 24.50 66.1 0.0 Block 2 SL Gable 1 N->S Lee Line 0.00 12.25 0.0 60.9 Block 2 SL Gable MinN->S Lee Line 0.00 12.25 0.0 66.1 Block 2 SR Gable 1 N->S Lee Line 12.25 24.50 60.9 0.0 Block 2 SR Gable MinN->S Lee Line 12.25 24.50 66.1 0.0 Block 3 WRoof MinW->EWind Line 4.00 7.50 21.6 Block 3 WRoof 1 W->EWind Line 4.00 7.50 15.6 Block 3 ERoof 1 W->E Lee Line 4.00 7.50 46.7 Block 3 ERoof MinW->E Lee Line 4.00 7.50 21.6 Block 3 WRoof 1 E->W Lee Line 4.00 7.50 46.7 Block 3 WRoof MinE->W Lee Line 4.00 7.50 21.6 Block 3 ERoof MinE->WWind Line 4.00 7.50 21.6 Block 3 ERoof 1 E->WWind Line 4.00 7.50 15.6 Block 3 SL Gable MinS->NWind Line 0.00 7.00 0.0 37.8 Block 3 SL Gable 1 S->NWind Line 0.00 7.00 0.0 53.9 Block 3 SR Gable MinS->NWind Line 7.00 14.00 37.8 0.0 Block 3 SR Gable 1 S->NWind Line 7.00 14.00 53.9 0.0 Block 3 SL Gable 1 N->S Lee Line 0.00 7.00 0.0 34.0 Block 3 SL Gable MinN->S Lee Line 0.00 7.00 0.0 37.8 Block 3 SR Gable 1 N->S Lee Line 7.00 14.00 34.0 0.0 Block 3 SR Gable MinN->S Lee Line 7.00 14.00 37.8 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 57.00 61.7 Block 1 WWall MinW->EWind Line 0.00 57.00 48.0 Block 1 WWall MinW->EWind Line 5.00 57.00 32.0 Block 1 WWall 1 W->EWind Line 5.00 57.00 41.3 Block 1 EWall 1 W->E Lee Line 0.00 9.50 44.7 Block 1 EWall MinW->E Lee Line 0.00 9.50 48.0 Block 1 EWall 1 W->E Lee Line 5.00 7.50 29.8 Block 1 EWall MinW->E Lee Line 5.00 7.50 32.0 Block 1 EWall MinW->E Lee Line 7.50 17.50 32.0 Block 1 EWall 1 W->E Lee Line 7.50 17.50 29.8 Block 1 EWall 1 W->E Lee Line 9.50 17.50 44.7 Block 1 EWall MinW->E Lee Line 9.50 17.50 48.0 Block 1 EWall MinW->E Lee Line 17.50 50.00 48.0 Block 1 EWall MinW->E Lee Line 17.50 57.00 32.0 Block 1 EWall 1 W->E Lee Line 17.50 57.00 29.8 Block 1 EWall 1 W->E Lee Line 17.50 50.00 44.7 Block 1 EWall MinW->E Lee Line 50.00 57.00 48.0 Block 1 EWall 1 W->E Lee Line 50.00 57.00 44.7 Block 1 WWall 1 E->W Lee Line 0.00 57.00 44.7 Block 1 WWall MinE->W Lee Line 0.00 57.00 48.0 Block 1 WWall MinE->W Lee Line 5.00 57.00 32.0 Block 1 WWall 1 E->W Lee Line 5.00 57.00 29.8 Block 1 EWall 1 E->WWind Line 0.00 9.50 61.7 Block 1 EWall MinE->WWind Line 0.00 9.50 48.0 Block 1 EWall 1 E->WWind Line 5.00 7.50 41.3 Block 1 EWall MinE->WWind Line 5.00 7.50 32.0 Block 1 EWall MinE->WWind Line 7.50 17.50 32.0 Block 1 EWall 1 E->WWind Line 7.50 17.50 41.3 Block 1 EWall 1 E->WWind Line 9.50 17.50 61.7 Block 1 EWall MinE->WWind Line 9.50 17.50 48.0 Block 1 EWall MinE->WWind Line 17.50 57.00 32.0 Block 1 EWall 1 E->WWind Line 17.50 57.00 41.3 Block 1 EWall MinE->WWind Line 17.50 50.00 48.0 Block 1 EWall 1 E->WWind Line 17.50 50.00 61.7 Block 1 EWall 1 E->WWind Line 50.00 57.00 61.7 Block 1 EWall MinE->WWind Line 50.00 57.00 48.0 Block 1 SWall MinS->NWind Line 0.00 19.00 48.0 Block 1 SWall MinS->NWind Line 0.00 14.00 32.0 Block 1 SWall 1 S->NWind Line 0.00 14.00 41.3 Block 1 SWall 1 S->NWind Line 0.00 19.00 61.7 Block 1 SWall MinS->NWind Line 14.00 24.50 32.0 Block 1 S Wall 1 S->N Wind Line 14.00 24.50 41.3 7 Page 38 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 S Wall Min S->N Wind Line 19.00 24.50 48.0 Block 1 SWall 1 S->NWind Line 19.00 24.50 61.7 Block 1 SWall MinS->NWind Line 24.50 30.00 32.0 Block 1 SWall MinS->NWind Line 24.50 30.00 48.0 Block 1 SWall 1 S->NWind Line 24.50 30.00 61.7 Block 1 SWall 1 S->NWind Line 24.50 30.00 41.3 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NWall 1 S->N Lee Line 0.00 14.50 39.0 Block 1 NWall MinS->N Lee Line 0.00 14.50 48.0 Block 1 NWall 1 S->N Lee Line 0.00 30.00 26.0 Block 1 NWall 1 S->N Lee Line 14.50 30.00 39.0 Block 1 NWall MinS->N Lee Line 14.50 30.00 48.0 Block 1 SWall 1 N->S Lee Line 0.00 19.00 39.0 Block 1 SWall 1 N->S Lee Line 0.00 14.00 26.0 Block 1 SWall MinN->S Lee Line 0.00 14.00 32.0 Block 1 SWall MinN->S Lee Line 0.00 19.00 48.0 Block 1 SWall 1 N->S Lee Line 14.00 24.50 26.0 Block 1 SWall MinN->S Lee Line 14.00 24.50 32.0 Block 1 SWall 1 N->S Lee Line 19.00 24.50 39.0 Block 1 SWall MinN->S Lee Line 19.00 24.50 48.0 Block 1 SWall 1 N->S Lee Line 24.50 30.00 26.0 Block 1 SWall 1 N->S Lee Line 24.50 30.00 39.0 Block 1 SWall MinN->S Lee Line 24.50 30.00 32.0 Block 1 SWall MinN->S Lee Line 24.50 30.00 48.0 Block 1 NWall MinN->SWind Line 0.00 14.50 48.0 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 30.00 41.3 Block 1 NWall 1 N->SWind Line 0.00 14.50 61.7 Block 1 NWall 1 N->SWind Line 14.50 30.00 61.7 Block 1 NWall MinN->SWind Line 14.50 30.00 48.0 Legend: Block-Blockused in loadgeneration Accum. = loads fromoneblockcombinedwith another Manual = user-entered loads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhich loadsgeneratedorentered LoadCase-Oneof the following: ASCE7AllHeights:Case1or2 fromFig 27.3-8orminimum loads from27.1.5 ASCE7Low-rise:ReferencecornerandCaseAorB fromFig 28.3-1orminimum loads from28.3.4 WindDir-Directionofwind for loadswithpositivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardor leewardside of thebuilding for loads ingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start = intensityofuniformandpoint loadsor leftmost intensityof trapezoidal load,End = right intensityof trap load TribHt-Tributaryheightofarea loadsonly Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.60 towind loads beforedistributing them to the shearlines. 8 Page 39 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 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 16.50 58.00 240.0 240.0 E-W Roof Block 1 5 Line 16.50 58.00 240.0 240.0 E-W Roof Block 2 1 Line 6.50 17.50 198.8 198.8 E-W Roof Block 2 4 Line 6.50 17.50 198.8 198.8 E-W Roof Block 3 1 Line 4.00 7.50 120.0 120.0 E-W Roof Block 3 2 Line 4.00 7.50 120.0 120.0 E-W R Gable Block 1 1 Line 17.50 37.25 100.6 0.0 E-W L Gable Block 1 1 Line 37.25 57.00 0.0 100.6 E-W L Gable Block 1 5 Line 17.50 37.25 100.6 0.0 E-W R Gable Block 1 5 Line 37.25 57.00 0.0 100.6 N-S Roof Block 1 D Line -1.00 31.00 311.2 311.2 N-S Roof Block 1 G Line -1.00 31.00 311.2 311.2 N-S Roof Block 2 Line -1.00 25.50 90.0 90.0 N-S Roof Block 2 D Line -1.00 25.50 75.0 75.0 N-S Roof Block 3 B Line -1.00 15.00 33.8 33.8 N-S Roof Block 3 Line -1.00 15.00 18.8 18.8 N-S L Gable Block 2 Line 0.00 12.25 82.6 0.0 N-S R Gable Block 2 Line 12.25 24.50 0.0 82.6 N-S L Gable Block 3 B Line 0.00 7.00 47.2 0.0 N-S R Gable Block 3 B Line 7.00 14.00 0.0 47.2 BothWall 1-1 n/a 1 Line 5.00 57.00 40.0 40.0 BothWall 2-1 n/a 2 Line 5.00 7.50 40.0 40.0 BothWall 4-1 n/a 4 Line 7.50 17.50 40.0 40.0 BothWall 5-1 n/a 5 Line 17.50 57.00 40.0 40.0 BothWall B-1 n/a B Line 0.00 14.00 40.0 40.0 BothWall B-2 n/a Line 14.00 24.50 40.0 40.0 BothWall D-1 n/a D Line 24.50 30.00 40.0 40.0 BothWall E-1 n/a E Line 0.50 10.75 24.0 24.0 BothWall G-1 n/a G Line 0.00 30.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Floor F1 n/a 1 Line 0.00 9.50 114.0 114.0 BothWall 1-1 n/a 1 Line 5.00 57.00 40.0 40.0 E-W Floor F2 n/a 1 Line 9.50 17.50 147.0 147.0 E-W Floor F3 n/a 1 Line 17.50 50.00 180.0 180.0 E-W Floor F4 n/a 1 Line 50.00 57.00 87.0 87.0 BothWall 2-1 n/a 2 Line 5.00 7.50 40.0 40.0 E-W Floor F4 n/a Line 50.00 57.00 87.0 87.0 E-W Floor F1 n/a 3 Line 0.00 9.50 114.0 114.0 BothWall 4-1 n/a 4 Line 7.50 17.50 40.0 40.0 E-W Floor F2 n/a 4 Line 9.50 17.50 147.0 147.0 E-W Floor F3 n/a 5 Line 17.50 50.00 180.0 180.0 BothWall 5-1 n/a 5 Line 17.50 57.00 40.0 40.0 N-S Floor F1 n/a A Line 0.00 14.50 342.0 342.0 N-S Floor F2 n/a A Line 14.50 19.00 300.0 300.0 BothWall B-1 n/a B Line 0.00 14.00 40.0 40.0 BothWall B-2 n/a Line 14.00 24.50 40.0 40.0 N-S Floor F3 n/a C Line 19.00 24.50 243.0 243.0 BothWall D-1 n/a D Line 24.50 30.00 40.0 40.0 N-S Floor F4 n/a D Line 24.50 30.00 195.0 195.0 BothWall E-1 n/a E Line 0.50 10.75 24.0 24.0 9 Page 40 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 BUILDINGMASSES(continued) N-S Floor F2 n/a F Line 14.50 19.00 300.0 300.0 N-S Floor F3 n/a F Line 19.00 24.50 243.0 243.0 N-S Floor F4 n/a F Line 24.50 30.00 195.0 195.0 N-S Floor F1 n/a G Line 0.00 14.50 342.0 342.0 BothWall G-1 n/a G Line 0.00 30.00 40.0 40.0 BothWall 1-1 n/a 1 Line 0.00 57.00 45.0 45.0 BothWall 2-1 n/a Line 50.00 57.00 45.0 45.0 BothWall 3-1 n/a 3 Line 0.00 9.50 45.0 45.0 BothWall 4-1 n/a 4 Line 9.50 17.50 45.0 45.0 BothWall 5-1 n/a 5 Line 17.50 30.50 45.0 45.0 BothWall 5-2 n/a 5 Line 30.50 50.00 45.0 45.0 BothWall A-1 n/a A Line 0.00 19.00 45.0 45.0 BothWall C-1 n/a C Line 19.00 24.50 45.0 45.0 BothWall D-1 n/a D Line 24.50 30.00 45.0 45.0 BothWall E-1 n/a E Line 0.50 10.75 27.0 27.0 BothWall E-2 n/a Line 14.00 18.50 27.0 27.0 BothWall F-1 n/a F Line 14.50 30.00 45.0 45.0 BothWall G-1 n/a G Line 0.00 14.50 45.0 45.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline that equivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserapplied area loadsonly 10 Page 41 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line 4.00 5.00 46.2 46.2 E-W Point 5.00 5.00 172 172 E-W Line 5.00 6.50 61.6 61.6 E-W Line 6.50 7.50 138.2 138.2 E-W Point 7.50 7.50 276 276 E-W Line 7.50 16.50 92.0 92.0 E-W Line 16.50 17.50 184.5 184.5 E-W Point 17.50 17.50 42 42 E-W Line 17.50 37.25 107.9 146.6 E-W Point 20.00 20.00 47 47 E-W Line 37.25 57.00 146.6 107.9 E-W Point 57.00 57.00 231 231 E-W Line 57.00 58.00 92.5 92.5 N-S Line -1.00 0.00 161.8 161.8 N-S Point 0.00 0.00 784 784 N-S Line 0.00 0.50 177.2 178.5 N-S Line 0.50 7.00 183.2 200.0 N-S Line 7.00 10.75 200.0 200.0 N-S Line 10.75 12.25 195.4 195.4 N-S Line 12.25 14.00 195.4 190.9 N-S Point 14.00 14.00 19 19 N-S Line 14.00 15.00 190.9 189.6 N-S Line 15.00 24.50 179.5 167.1 N-S Point 24.50 24.50 77 77 N-S Line 24.50 25.50 167.1 167.1 N-S Line 25.50 30.00 135.3 135.3 N-S Point 30.00 30.00 687 687 N-S Line 30.00 31.00 119.9 119.9 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 93 93 E-W Line 0.00 5.00 34.8 34.8 E-W Point 5.00 5.00 61 61 E-W Point 5.00 5.00 1234 1234 E-W Line 5.00 7.50 43.5 43.5 E-W Point 7.50 7.50 46 46 E-W Line 7.50 9.50 43.5 43.5 E-W Point 9.50 9.50 27 27 E-W Line 9.50 17.50 50.7 50.7 E-W Point 17.50 17.50 51 51 E-W Line 17.50 30.50 57.9 57.9 E-W Point 20.00 20.00 57 57 E-W Point 22.00 22.00 13 13 E-W Line 30.50 50.00 57.9 57.9 E-W Point 50.00 50.00 76 76 E-W Line 50.00 57.00 37.6 37.6 E-W Point 57.00 57.00 203 203 N-S Point 0.00 0.00 508 508 N-S Line 0.00 0.50 93.4 93.4 N-S Line 0.50 10.75 98.9 98.9 N-S Line 10.75 14.00 93.4 93.4 N-S Point 14.00 14.00 11 11 N-S Line 14.00 14.50 96.3 96.3 N-S Point 14.50 14.50 34 34 N-S Line 14.50 18.50 87.1 87.1 N-S Line 18.50 19.00 84.2 84.2 N-S Point 19.00 19.00 47 47 N-S Line 19.00 24.50 71.7 71.7 N-S Point 24.50 24.50 83 83 N-S Line 24.50 30.00 61.2 61.2 N-S Point 30.00 30.00 333 333 Legend: Loads in tablecanbeaccumulationof loads fromseveralbuildingmasses,so theydonotcorrespondwith aparticularbuildingelement. Location-Startandendof load indirectionperpendicular toseismic forcedirection 11 Page 42 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.70andredundancy factor toseismic loadsbeforedistributing them to theshearlines. 12 Page 43 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 Design Summary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. HOLD-DOWNDESIGN WindLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. ThisDesignSummarydoesnot include failures thatoccurdue toexcessivestorydrift fromASCE7CC.2.2(wind)or12.12(seismic). Refer toStoryDrift table in thisreport toverify thisdesigncriterion. Refer to theDeflection table forpossibleissuesregarding fastenerslippage(SDPWSTableC4.2.3D). 13 Page 44 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 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 - - 2375 - - - 339 - - 14936 - -N->S - - 2159 - - - 339 - - 14936 - Wall1-1 1 S->N - - 2375 -1.0 - 339 - - 14936 - 1 N->S - - 2159 -1.0 - 339 - - 14936 - Seg. 1 -S->N 54.0 - 971 -1.0 - 339 -339 6110 0.16 -N->S 49.1 - 883 -1.0 - 339 -339 6110 0.14 Seg. 2 -S->N 54.0 - 243 -1.0 - 339 -339 1528 0.16 -N->S 49.1 - 221 -1.0 - 339 -339 1528 0.14 Seg. 3 -S->N 54.0 - 351 -1.0 - 339 -339 2206 0.16 -N->S 49.1 - 319 -1.0 - 339 -339 2206 0.14 Seg. 4 -S->N 54.0 - 810 -1.0 - 339 -339 5092 0.16 -N->S 49.1 - 736 -1.0 - 339 -339 5092 0.14 Level 1 Ln1,Lev1 -S->N - - 3887 - - - 339 - - 13239 - -N->S - - 3672 - - - 339 - - 13239 - Wall1-1 1 S->N - - 3887 -1.0 - 339 - - 13239 - 1 N->S - - 3672 -1.0 - 339 - - 13239 - Seg. 1 -S->N 99.7 - 1395 -1.0 - 339 -339 4752 0.29 -N->S 94.1 - 1318 -1.0 - 339 -339 4752 0.28 Seg. 2 -S->N 99.7 - 598 -1.0 - 339 -339 2037 0.29 -N->S 94.1 - 565 -1.0 - 339 -339 2037 0.28 Seg. 3 -S->N 99.7 - 1121 -1.0 - 339 -339 3819 0.29 -N->S 94.1 - 1059 -1.0 - 339 -339 3819 0.28 Seg. 4 -S->N 99.7 - 573 -1.0 - 339 -339 1952 0.29 -N->S 94.1 - 541 -1.0 - 339 -339 1952 0.28 Seg. 5 -S->N 66.4 - 199 -.67 - 226 -226 679 0.29 -N->S 62.8 - 188 -.67 - 226 -226 679 0.28 Line 5 Level 2 Ln5,Lev2 -S->N - - 2125 - - - 339 - - 7431 - -N->S - - 2001 - - - 339 - - 7431 - Wall5-1 1 S->N - - 2125 -1.0 - 339 - - 7431 - 1 N->S - - 2001 -1.0 - 339 - - 7431 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -S->N 78.9 - 256 -.81 - 276 -276 896 0.29 -N->S 74.3 - 241 -.81 - 276 -276 896 0.27 Seg. 3 -S->N 97.1 - 1869 -1.0 - 339 -339 6534 0.29 -N->S 91.4 - 1760 -1.0 - 339 -339 6534 0.27 Level 1 Ln5,Lev1 -S->N - - 3637 - - - 339 - - 6619 - -N->S - - 3513 - - - 339 - - 6619 - Wall5-2 1 S->N 186.5 - 3637 -1.0 - 339 -339 6619 0.55 1 N->S 180.2 - 3513 -1.0 - 339 -339 6619 0.53 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 - - 1587 - - - 339 - - 2461 - WallA-1 1 Both - - 1587 -1.0 - 339 - - 2461 - Seg. 1 -Both 218.9 - 1587 -1.0 - 339 -339 2461 0.64 Seg. 2 -Both 0.0 - 0 -1.0 - 339 -339 - - Line B Level 2 LnB,Lev2 -Both - - 894 - - - 339 - - 4519 - WallB-1 1 Both - - 537 -1.0 - 339 - - 2716 - Seg. 1 -Both 67.2 - 269 -1.0 - 339 -339 1358 0.20 Seg. 2 -Both 67.2 - 269 -1.0 - 339 -339 1358 0.20 WallB-2 1 Both - - 357 -1.0 - 339 - - 1803 - Seg. 1 -Both 50.4 - 151 -.75 - 255 -255 764 0.20 Seg. 2 -Both 58.8 - 206 -.88 - 297 -297 1040 0.20 Line E LnE,Lev2 -Both - - 3050 - - - 495 - - 5076 - WallE-1 2 Both 297.6 - 3050 -1.0 - 495 -495 5076 0.60 Level 1 14 Page 45 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 SHEARRESULTS(flexiblewinddesign,continued) LnE,Lev1 -Both - - 5903 - - - 495 - - 7305 - WallE-1 2^Both 400.2 - 4102 -1.0 - 495 -495 5076 0.81 WallE-2 2^Both 400.2 - 1801 -1.0 - 495 -495 2229 0.81 Line F LnF,Lev1 -Both - - 1937 - - - 339 - - 2159 - WallF-1 1^Both - - 1937 -1.0 - 339 - - 2159 - Seg. 1 -Both 220.0 - 715 -.72 - 245 -245 797 0.90 Seg. 2 -Both 287.6 - 1222 -.94 - 321 -321 1363 0.90 Line G Level 2 LnG,Lev2 -Both - - 1917 - - - 339 - - 5962 - WallG-1 1 Both - - 1917 -1.0 - 339 - - 5962 - Seg. 1 -Both 109.1 - 1119 -1.0 - 339 -339 3479 0.32 Seg. 2 -Both 109.1 - 464 -1.0 - 339 -339 1443 0.32 Seg. 3 -Both 95.5 - 334 -.88 - 297 -297 1040 0.32 Level 1 LnG,Lev1 -Both - - 2290 - - - 637 - - 3468 - WallG-1 3 Both - - 2290 -1.0 - 637 - - 3468 - Seg. 1 -Both 327.1 - 1145 -.78 - 495 -495 1734 0.66 Seg. 2 -Both 327.1 - 1145 -.78 - 495 -495 1734 0.66 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir-Directionofwind forcealongshearline. v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 FTAOwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factoredshear force.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwallsissum bi / FHS from4.3.5.6with bi defined in 4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshown isAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityof interiorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,also include unblocked factorCubandaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."S" indicates that theseismicdesigncriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 15 Page 46 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 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 1 913 913 LIMIT w/o 1500 0.61 V Elem 0.00 5.13 1 461 461 Refer to upper level 1-1 L Op 1 0.00 13.88 1 863 863 LIMIT w/o 1500 0.58 1-1 R Op 1 0.00 17.13 1 936 936 LIMIT w/o 1500 0.62 1-1 L Op 2 0.00 22.88 1 915 915 LIMIT w/o 1500 0.61 1-1 R Op 2 0.00 28.13 1 1232 1232 LIMIT w/o 1500 0.82 V Elem 0.00 29.38 1 674 674 Refer to upper level V Elem 0.00 31.63 1 941 941 Refer to upper level V Elem 0.00 37.88 1 855 855 Refer to upper level 1-1 L Op 3 0.00 39.13 1 842 842 LIMIT w/o 1500 0.56 1-1 R Op 3 0.00 42.38 1 1560 1560 STHD14 (8" S 3815 0.41 1-1 L Op 4 0.00 47.88 1 886 886 LIMIT w/o 1500 0.59 1-1 R Op 4 0.00 54.13 1 652 652 LIMIT w/o 1500 0.43 1-1 R End 0.00 56.88 1 1206 1206 LIMIT w/o 1500 0.80 Line 5 5-2 L End 30.00 30.63 1 3021 3021 STHD14 (8" S 3815 0.79 V Elem 30.00 33.63 1 1243 1243 Refer to upper level V Elem 30.00 37.88 1 1269 1269 Refer to upper level 5-2 R End 30.00 49.88 1 1643 1643 STHD14 (8" S 3815 0.43 V Elem 30.00 56.88 1 1195 1195 Refer to upper level Line A A-1 L End 0.12 0.00 1 2041 2041 N/A 30000 0.07 A-1 L Op 1 7.13 0.00 1 2041 2041 N/A 30000 0.07 Line B V Elem 0.12 5.00 1 670 670 Refer to upper level V Elem 3.88 5.00 1 670 670 Refer to upper level V Elem 10.13 5.00 1 670 670 Refer to upper level V Elem 13.88 5.00 1 670 670 Refer to upper level V Elem 14.13 7.50 1 773 773 Refer to upper level V Elem 16.88 7.50 1 773 773 Refer to upper level V Elem 21.13 7.50 1 581 581 Refer to upper level V Elem 24.38 7.50 1 581 581 Refer to upper level Line E E-1 L End 0.63 20.00 1 6133 6133 HDQ8-SDS 7020 0.87 E-1 R End 10.63 20.00 1 6133 6133 HDQ8-SDS 7020 0.87 E-2 L End 14.13 22.00 1 3814 3814 STHD14 (8" S 5285 0.72 E-2 R End 18.38 22.00 1 3814 3814 STHD14 (8" S 5285 0.72 Line F F-1 L End 14.63 50.00 1 2145 2145 STHD14 (8" S 3815 0.56 F-1 L Op 1 17.63 50.00 1 2145 2145 STHD14 (8" S 3815 0.56 F-1 R Op 1 25.88 50.00 1 2751 2751 STHD14 (8" S 3815 0.72 F-1 R End 29.88 50.00 1 2751 2751 STHD14 (8" S 3815 0.72 Line G G-1 L End 0.12 57.00 1 4065 4065 STHD14 (8" S 5285 0.77 G-1 L Op 1 3.38 57.00 1 3275 3275 STHD14 (8" S 3815 0.86 G-1 R Op 1 11.13 57.00 1 2380 2380 STHD14 (8" S 3815 0.62 G-1 R End 14.38 57.00 1 3170 3170 STHD14 (8" S 3815 0.83 V Elem 18.38 57.00 1 928 928 Refer to upper level V Elem 26.63 57.00 1 823 823 Refer to upper level V Elem 29.88 57.00 1 823 823 Refer to upper level Level 2 TensileHold-down Line-Location[ft]Load orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 5.13 1 461 461 LIMIT w/o 1500 0.31 1-1 L Op 1 0.00 22.88 1 419 419 LIMIT w/o 1500 0.28 1-1 R Op 1 0.00 25.13 1 741 741 LIMIT w/o 1500 0.49 1-1 L Op 2 0.00 29.38 1 674 674 LIMIT w/o 1500 0.45 1-1 R Op 2 0.00 31.63 1 941 941 LIMIT w/o 1500 0.63 1-1 L Op 3 0.00 37.88 1 855 855 LIMIT w/o 1500 0.57 1-1 R Op 3 0.00 42.13 1 649 649 LIMIT w/o 1500 0.43 1-1 R End 0.00 56.88 1 590 590 LIMIT w/o 1500 0.39 Line 5 5-1 R Op 1 30.00 30.63 1 1320 1320 LIMIT w/o 1500 0.88 5-1 L Op 2 30.00 33.63 1 1243 1243 LIMIT w/o 1500 0.83 5-1 R Op 2 30.00 37.88 1 1269 1269 LIMIT w/o 1500 0.85 5-1 R End 30.00 56.88 1 1195 1195 LIMIT w/o 1500 0.80 Line B B-1 L End 0.12 5.00 1 670 670 LIMIT w/o 1500 0.45 16 Page 47 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 Hold-DownandCompressionDesign(flexiblewinddesign,continued) B-1 L Op 1 3.88 5.00 1 670 670 LIMIT w/o 1500 0.45 B-1 R Op 1 10.13 5.00 1 670 670 LIMIT w/o 1500 0.45 B-1 R End 13.88 5.00 1 670 670 LIMIT w/o 1500 0.45 B-2 L End 14.13 7.50 1 773 773 LIMIT w/o 1500 0.52 B-2 L Op 1 16.88 7.50 1 773 773 LIMIT w/o 1500 0.52 B-2 R Op 1 21.13 7.50 1 581 581 LIMIT w/o 1500 0.39 B-2 R End 24.38 7.50 1 581 581 LIMIT w/o 1500 0.39 Line E E-1 L End 0.63 20.00 1 2440 2440 MST48 3425 0.71 E-1 R End 10.63 20.00 1 2440 2440 MST48 3425 0.71 Line G G-1 L End 0.12 57.00 1 895 895 LIMIT w/o 1500 0.60 G-1 L Op 1 10.13 57.00 1 895 895 LIMIT w/o 1500 0.60 G-1 R Op 1 14.38 57.00 1 928 928 LIMIT w/o 1500 0.62 G-1 L Op 2 18.38 57.00 1 928 928 LIMIT w/o 1500 0.62 G-1 R Op 2 26.63 57.00 1 823 823 LIMIT w/o 1500 0.55 G-1 R End 29.88 57.00 1 823 823 LIMIT w/o 1500 0.55 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: HDQ8-SDS3forstudswith thickness > 0'-4.5"anddepth > 0'-3.5" : Uses201/4"x3"SDSheavy-dutyscrews;7/8"anchorbolt. Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Mostsevereofwind load cases isusedforoverturningcalculation. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 17 Page 48 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 COLLECTORFORCES(flexiblewinddesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1 Left Opening 1 0.00 14.00 441 -416 1-1 Right Opening 1 0.00 17.00 236 -223 1-1 Left Opening 2 0.00 23.00 425 -401 1-1 Right Opening 2 0.00 28.00 84 -79 1-1 Left Opening 3 0.00 39.25 438 -414 1-1 Right Opening 3 0.00 42.25 233 -220 1-1 Left Opening 4 0.00 48.00 414 -391 1-1 Right Opening 4 0.00 54.00 5 -5 Line 5 5-2 Left Wall End 30.00 30.50 -1455 1405 Line A A-1 Left Opening 1 7.25 0.00 982 -982 Line E E-1 Left Wall End 0.50 20.00 -98 98 E-1 Right Wall End 10.75 20.00 1987-1987 E-2 Left Wall End 14.00 22.00 1347-1347 E-2 Right Wall End 18.50 22.00 2263-2263 Line F F-1 Left Wall End 14.50 50.00 -936 936 F-1 Left Opening 1 17.75 50.00 -431 431 F-1 Right Opening 1 25.75 50.00 -948 948 Line G G-1 Left Opening 1 3.50 57.00 592 -592 G-1 Right Opening 1 11.00 57.00 -592 592 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 23.00 149 -136 1-1 Right Opening 1 0.00 25.00 58 -53 1-1 Left Opening 2 0.00 29.50 95 -87 1-1 Right Opening 2 0.00 31.50 4 -4 1-1 Left Opening 3 0.00 38.00 58 -53 1-1 Right Opening 3 0.00 42.00 -125 113 Line 5 5-1 Right Opening 1 30.00 30.50 -699 659 5-1 Left Opening 2 30.00 33.75 -618 582 5-1 Right Opening 2 30.00 37.75 -833 784 Line B B-1 Left Opening 1 4.00 5.00 123 -123 B-1 Right Opening 1 10.00 5.00 -96 96 B-2 Left Opening 1 17.00 7.50 68 -68 B-2 Right Opening 1 21.00 7.50 -78 78 Line E E-1 Left Wall End 0.50 20.00 -51 51 E-1 Right Wall End 10.75 20.00 1957-1957 Line G G-1 Left Opening 1 10.25 57.00 464 -464 G-1 Right Opening 1 14.25 57.00 208 -208 G-1 Left Opening 2 18.50 57.00 401 -401 G-1 Right Opening 2 26.50 57.00 -111 111 Legend: Line-Wall-Shearline and wallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical loadcase: ASCE7All heightsCase1or 2 ASCE7Low-risecorner;CaseAor B DragstrutForce-Axial force in transferelement at openings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline force(vmax from4.3.6.4.1.1 forperforatedwalls) Strap/BlockingForce–ForFTAOwalls,force transferred fromaboveandbelowopening toshearwallpier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 18 Page 49 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 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 37256 1465.0 5024 5024 11112 15976 6301 6301 6301 6301 1 32470 1453.0 2485 2485 10995 14184 5491 7651 5491 5491 All 69726 -7509 7509 - - - - - - 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 = 0.888,butV1 / Vr1 = 0.529,so theweakstory ispermitted. 19 Page 50 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 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 - - 2648 - - - 242 - - 10668 - Wall1-1 1 Both - - 2648 -1.0 - 242 - - 10668 - Seg. 1 -Both 60.2 - 1083 -1.0 - 242 -242 4364 0.25 Seg. 2 -Both 60.2 - 271 -1.0 - 242 -242 1091 0.25 Seg. 3 -Both 60.2 - 391 -1.0 - 242 -242 1576 0.25 Seg. 4 -Both 60.2 - 903 -1.0 - 242 -242 3637 0.25 Level 1 Ln1,Lev1 -Both - - 4012 - - - 242 - - 9456 - Wall1-1 1 Both - - 4012 -1.0 - 242 - - 9456 - Seg. 1 -Both 102.9 - 1440 -1.0 - 242 -242 3395 0.42 Seg. 2 -Both 102.9 - 617 -1.0 - 242 -242 1455 0.42 Seg. 3 -Both 102.9 - 1157 -1.0 - 242 -242 2728 0.42 Seg. 4 -Both 102.9 - 592 -1.0 - 242 -242 1394 0.42 Seg. 5 -Both 68.6 - 206 -.67 - 162 -162 485 0.42 Line 5 Level 2 Ln5,Lev2 -Both - - 2376 - - - 242 - - 5308 - Wall5-1 1 Both - - 2376 -1.0 - 242 - - 5308 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 88.2 - 287 -.81 - 197 -197 640 0.45 Seg. 3 -Both 108.6 - 2090 -1.0 - 242 -242 4667 0.45 Level 1 Ln5,Lev1 -Both - - 3497 - - - 242 - - 4728 - Wall5-2 1 Both 179.3 - 3497 -1.0 - 242 -242 4728 0.74 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 - - 1093 - - - 242 - - 1758 - WallA-1 1 Both - - 1093 -1.0 - 242 - - 1758 - Seg. 1 -Both 150.7 - 1093 -1.0 - 242 -242 1758 0.62 Seg. 2 -Both 0.0 - 0 -1.0 - 242 -242 - - Line B Level 2 LnB,Lev2 -Both - - 864 - - - 242 - - 3228 - WallB-1 1 Both - - 519 -1.0 - 242 - - 1940 - Seg. 1 -Both 64.9 - 260 -1.0 - 242 -242 970 0.27 Seg. 2 -Both 64.9 - 260 -1.0 - 242 -242 970 0.27 WallB-2 1 Both - - 345 -1.0 - 242 - - 1288 - Seg. 1 -Both 48.7 - 146 -.75 - 182 -182 546 0.27 Seg. 2 -Both 56.8 - 199 -.88 - 212 -212 743 0.27 Line E LnE,Lev2 -Both - - 2287 - - - 354 - - 3626 - WallE-1 2 Both 223.1 - 2287 -1.0 - 354 -354 3626 0.63 Level 1 LnE,Lev1 -Both - - 3567 - - - 354 - - 5218 - WallE-1 2 Both 241.8 - 2479 -1.0 - 354 -354 3626 0.68 WallE-2 2 Both 241.8 - 1088 -1.0 - 354 -354 1592 0.68 Line F LnF,Lev1 -Both - - 742 - - - 242 - - 1542 - WallF-1 1 Both - - 742 -1.0 - 242 - - 1542 - Seg. 1 -Both 84.3 - 274 -.72 - 175 -175 569 0.48 Seg. 2 -Both 110.2 - 468 -.94 - 229 -229 973 0.48 Line G Level 2 LnG,Lev2 -Both - - 1874 - - - 242 - - 4258 - WallG-1 1 Both - - 1874 -1.0 - 242 - - 4258 - Seg. 1 -Both 106.7 - 1093 -1.0 - 242 -242 2485 0.44 Seg. 2 -Both 106.7 - 453 -1.0 - 242 -242 1030 0.44 Seg. 3 -Both 93.3 - 327 -.88 - 212 -212 743 0.44 Level 1 LnG,Lev1 -Both - - 2107 - - - 455 - - 2477 - WallG-1 3^Both - - 2107 -1.0 - 455 - - 2477 - Seg. 1 -Both 301.1 - 1054 -.78 - 354 -354 1239 0.85 Seg. 2 -Both 301.1 - 1054 -.78 - 354 -354 1239 0.85 Legend: 20 Page 51 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 FTAOwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factoredshear force.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwallsissum bi / FHS from4.3.5.6with bi defined in 4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshown isAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityof interiorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,also include unblocked factorCubandaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."W" indicates that thewind designcriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 21 Page 52 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 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 0.12 943 943 LIMIT w/o 1500 0.63 V Elem 0.00 5.13 513 513 Refer to upper level 1-1 L Op 1 0.00 13.88 943 943 LIMIT w/o 1500 0.63 1-1 R Op 1 0.00 17.13 966 966 LIMIT w/o 1500 0.64 1-1 L Op 2 0.00 22.88 1005 1005 LIMIT w/o 1500 0.67 1-1 R Op 2 0.00 28.13 1298 1298 LIMIT w/o 1500 0.87 V Elem 0.00 29.38 826 826 Refer to upper level V Elem 0.00 31.63 1049 1049 Refer to upper level V Elem 0.00 37.88 1049 1049 Refer to upper level 1-1 L Op 3 0.00 39.13 917 917 LIMIT w/o 1500 0.61 1-1 R Op 3 0.00 42.38 1661 1661 STHD14 (8" S 3815 0.44 1-1 L Op 4 0.00 47.88 968 968 LIMIT w/o 1500 0.65 1-1 R Op 4 0.00 54.13 673 673 LIMIT w/o 1500 0.45 1-1 R End 0.00 56.88 1397 1397 LIMIT w/o 1500 0.93 Line 5 5-2 L End 30.00 30.63 3111 3111 STHD14 (8" S 3815 0.82 V Elem 30.00 33.63 1476 1476 Refer to upper level V Elem 30.00 37.88 1419 1419 Refer to upper level 5-2 R End 30.00 49.88 1635 1635 STHD14 (8" S 3815 0.43 V Elem 30.00 56.88 1419 1419 Refer to upper level Line A A-1 L End 0.12 0.00 1405 1405 N/A 30000 0.05 A-1 L Op 1 7.13 0.00 1405 1405 N/A 30000 0.05 Line B V Elem 0.12 5.00 647 647 Refer to upper level V Elem 3.88 5.00 647 647 Refer to upper level V Elem 10.13 5.00 647 647 Refer to upper level V Elem 13.88 5.00 647 647 Refer to upper level V Elem 14.13 7.50 747 747 Refer to upper level V Elem 16.88 7.50 747 747 Refer to upper level V Elem 21.13 7.50 561 561 Refer to upper level V Elem 24.38 7.50 561 561 Refer to upper level Line E E-1 L End 0.63 20.00 4060 4060 HDQ8-SDS 7020 0.58 E-1 R End 10.63 20.00 4060 4060 HDQ8-SDS 7020 0.58 E-2 L End 14.13 22.00 2304 2304 STHD14 (8" S 5285 0.44 E-2 R End 18.38 22.00 2304 2304 STHD14 (8" S 5285 0.44 Line F F-1 L End 14.63 50.00 821 821 STHD14 (8" S 3815 0.22 F-1 L Op 1 17.63 50.00 821 821 STHD14 (8" S 3815 0.22 F-1 R Op 1 25.88 50.00 1054 1054 STHD14 (8" S 3815 0.28 F-1 R End 29.88 50.00 1054 1054 STHD14 (8" S 3815 0.28 Line G G-1 L End 0.12 57.00 3793 3793 STHD14 (8" S 5285 0.72 G-1 L Op 1 3.38 57.00 3020 3020 STHD14 (8" S 3815 0.79 G-1 R Op 1 11.13 57.00 2145 2145 STHD14 (8" S 3815 0.56 G-1 R End 14.38 57.00 2918 2918 STHD14 (8" S 3815 0.76 V Elem 18.38 57.00 907 907 Refer to upper level V Elem 26.63 57.00 804 804 Refer to upper level V Elem 29.88 57.00 804 804 Refer to upper level Level 2 TensileHold-down Line-Location[ft]orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 5.13 513 513 LIMIT w/o 1500 0.34 1-1 L Op 1 0.00 22.88 513 513 LIMIT w/o 1500 0.34 1-1 R Op 1 0.00 25.13 826 826 LIMIT w/o 1500 0.55 1-1 L Op 2 0.00 29.38 826 826 LIMIT w/o 1500 0.55 1-1 R Op 2 0.00 31.63 1049 1049 LIMIT w/o 1500 0.70 1-1 L Op 3 0.00 37.88 1049 1049 LIMIT w/o 1500 0.70 1-1 R Op 3 0.00 42.13 723 723 LIMIT w/o 1500 0.48 1-1 R End 0.00 56.88 723 723 LIMIT w/o 1500 0.48 Line 5 5-1 R Op 1 30.00 30.63 1476 1476 LIMIT w/o 1500 0.98 5-1 L Op 2 30.00 33.63 1476 1476 LIMIT w/o 1500 0.98 5-1 R Op 2 30.00 37.88 1419 1419 LIMIT w/o 1500 0.95 5-1 R End 30.00 56.88 1419 1419 LIMIT w/o 1500 0.95 Line B B-1 L End 0.12 5.00 647 647 LIMIT w/o 1500 0.43 22 Page 53 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) B-1 L Op 1 3.88 5.00 647 647 LIMIT w/o 1500 0.43 B-1 R Op 1 10.13 5.00 647 647 LIMIT w/o 1500 0.43 B-1 R End 13.88 5.00 647 647 LIMIT w/o 1500 0.43 B-2 L End 14.13 7.50 747 747 LIMIT w/o 1500 0.50 B-2 L Op 1 16.88 7.50 747 747 LIMIT w/o 1500 0.50 B-2 R Op 1 21.13 7.50 561 561 LIMIT w/o 1500 0.37 B-2 R End 24.38 7.50 561 561 LIMIT w/o 1500 0.37 Line E E-1 L End 0.63 20.00 1829 1829 MST48 3425 0.53 E-1 R End 10.63 20.00 1829 1829 MST48 3425 0.53 Line G G-1 L End 0.12 57.00 875 875 LIMIT w/o 1500 0.58 G-1 L Op 1 10.13 57.00 875 875 LIMIT w/o 1500 0.58 G-1 R Op 1 14.38 57.00 907 907 LIMIT w/o 1500 0.60 G-1 L Op 2 18.38 57.00 907 907 LIMIT w/o 1500 0.60 G-1 R Op 2 26.63 57.00 804 804 LIMIT w/o 1500 0.54 G-1 R End 29.88 57.00 804 804 LIMIT w/o 1500 0.54 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: HDQ8-SDS3forstudswith thickness > 0'-4.5"anddepth > 0'-3.5" : Uses201/4"x3"SDSheavy-dutyscrews;7/8"anchorbolt. CombinedforcefromASCE72.4.1 loadcombination10 = -(0.6D-0.7Ev+0.7Eh);Eh(from12.4.2.1) = -shearoverturningforce Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 23 Page 54 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 7079 7079 1-1 Left Opening 1 0.00 14.00 803 -803 1-1 Right Opening 1 0.00 17.00 430 -430 1-1 Left Opening 2 0.00 23.00 774 -774 1-1 Right Opening 2 0.00 28.00 153 -153 1-1 Left Opening 3 0.00 39.25 798 -798 1-1 Right Opening 3 0.00 42.25 425 -425 1-1 Left Opening 4 0.00 48.00 755 -755 1-1 Right Opening 4 0.00 54.00 10 -10 Line 5 Shearline force 6065 6065 5-2 Left Wall End 30.00 30.50 -2426 2426 Line A Shearline force 2604 2604 A-1 Left Opening 1 7.25 0.00 1611-1611 Line E Shearline force 5176 5176 E-1 Left Wall End 0.50 20.00 -86 86 E-1 Right Wall End 10.75 20.00 1742-1742 E-2 Left Wall End 14.00 22.00 1181-1181 E-2 Right Wall End 18.50 22.00 1984-1984 Line F Shearline force 1640 1640 F-1 Left Wall End 14.50 50.00 -793 793 F-1 Left Opening 1 17.75 50.00 -365 365 F-1 Right Opening 1 25.75 50.00 -802 802 Line G Shearline force 2390 2390 G-1 Left Opening 1 3.50 57.00 618 -618 G-1 Right Opening 1 11.00 57.00 -618 618 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 3320 3320 1-1 Left Opening 1 0.00 23.00 209 -209 1-1 Right Opening 1 0.00 25.00 81 -81 1-1 Left Opening 2 0.00 29.50 134 -134 1-1 Right Opening 2 0.00 31.50 6 -6 1-1 Left Opening 3 0.00 38.00 81 -81 1-1 Right Opening 3 0.00 42.00 -174 174 Line 5 Shearline force 2980 2980 5-1 Right Opening 1 30.00 30.50 -981 981 5-1 Left Opening 2 30.00 33.75 -867 867 5-1 Right Opening 2 30.00 37.75 -1168 1168 Line B Shearline force 1083 1083 B-1 Left Opening 1 4.00 5.00 149 -149 B-1 Right Opening 1 10.00 5.00 -117 117 B-2 Left Opening 1 17.00 7.50 82 -82 B-2 Right Opening 1 21.00 7.50 -94 94 Line E Shearline force 2868 2868 E-1 Left Wall End 0.50 20.00 -48 48 E-1 Right Wall End 10.75 20.00 1840-1840 Line G Shearline force 2350 2350 G-1 Left Opening 1 10.25 57.00 569 -569 G-1 Right Opening 1 14.25 57.00 255 -255 G-1 Left Opening 2 18.50 57.00 491 -491 G-1 Right Opening 2 26.50 57.00 -136 136 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. 24 Page 55 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B).wswu Nov. 5, 2024 15:26:07 BasedonASD-factoredshearline forceshown.ForSDCC-F, it is thegreaterof thedesignshearline forceand thediaphragm forceFpx,added toshearline force fromstoryaboveand to forces transferred fromdiscontinuousshearlines factoredbyoverstrength(omega)asper12.10.1.1. Refer toSeismic Information table fordiaphragm forcesandomega factor. ForSDCD-F, if horizontal torsional irregularities2,3,or4are input,orvertical irregularity4detectedor input,25% increase from12.3.3.4applied. Forperforatedwalls, this force isconverted tovmaxusing 4.3.6.4.1.1. Strap/BlockingForce–ForFTAOwalls,force transferred fromaboveandbelowopening toshearwallpier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 25 Page 56 of 144 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct.29,202412:29:37 -20'-15'-10'-5'0'5'10'15'20'25'30'35'40'45' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' G-1 A-2 C-1 D-1 F-1 E-2 E-3 A-1 E-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 57 of 144 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct.29,202412:29:48 -10'-5'0'5'10'15'20'25'30'35'40'45' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' G-1 B-1 B-2 D-1 E-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 58 of 144 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct.29,202412:29:55 Project Information DESIGNSETTINGS DesignCode IBC 2021/AWC SDPWS 2021 WindStandard ASCE 7-16 Directional (All heights) SeismicStandard ASCE 7-16 LoadCombinations ForDesignandMWFRSDeflection 0.7 Seismic 0.6 Basic wind ForDeflection(Wind:Serviceability) 1.0 Seismic 1.0 MRI wind BuildingCodeCapacityModification Wind Seismic 1.00 1.00 ServiceConditionsandLoadDuration Duration Factor - Temperature Range - MoistureContent Fabrication Service - - MaxShearwallOffset[ft] Plan (withinstory) 4.00 Elevation (betweenstories) 2.06 MaximumHeight-to-widthRatio Woodpanels Blocked Unblocked Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 2.0 - - - - - Ignoreshearresistancecontributionof... Wallsegments Seismic Don't ignore Any gypsum, lumber,fiberboard Forcesbasedon... Hold-downs Applied loads Dragstruts Applied loads Shearwallrelativerigidity:Wall capacity Non-identical materialsandconstructionontheshearline:Notallowed DeflectionEquation:Nodeflection analysis Drift limitforwinddesign:1 /500 story height FTAOstrap:Continuous at top of highestopening and bottom of lowest Dead load inchordforceforoverturningdesign Tensionend Compressionend Whencompletelycounteractsoverturning Wall length / 2 Wall length / 2 Wall length / 2 SITE INFORMATION RiskCategory Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure DesignWindSpeed 110mph Exposure Exposure B Enclosure Partially enclosed StructureType Regular BuildingSystem Bearing Wall DesignCategory D SiteClass D Topographic Information[ft] Shape - Height - Length - SiteLocation: - Elev: 0ft Rigid building - Static analysis SpectralResponseAcceleration S1:0.500g Ss:1.510g FundamentalPeriod E-W N-S TUsed 0.208s 0.208s ApproximateTa 0.208s 0.208s Maximum T 0.291s 0.291s 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 59 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 20.02 0.0 Level2 12.02 1'-6.0 8.00 Level1 1.52 9.3 9.00 Foundation 0.75 BLOCKandROOF INFORMATION Block RoofPanels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story N-S Ridge LocationX,Y =0.00 7.50 North Gable 90.0 1.00 ExtentX,Y =24.50 49.50 South Gable 90.0 1.00 RidgeXLocation,Offset 12.25 0.00 East Side 34.0 1.00 RidgeElevation,Height 28.28 8.26 West Side 34.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =0.00 5.00 North Joined 90.0 1.00 ExtentX,Y =14.00 2.50 South Gable 90.0 1.00 RidgeXLocation,Offset 7.00 0.00 East Side 34.0 1.00 RidgeElevation,Height 24.74 4.72 West Side 34.0 1.00 Block 3 2 Story E-W Ridge LocationX,Y =24.50 17.50 North Side 18.0 1.00 ExtentX,Y =5.50 39.50 South Side 18.0 1.00 RidgeYLocation,Offset 37.25 0.00 East Gable 90.0 1.00 RidgeElevation,Height 26.44 6.42 West Joined 146.0 1.00 2 Page 60 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in lbs/in in in 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 6 12 Y 1,3 2 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 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 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 61 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 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 1 Line 1 Seg 1 -10.00 2.00 22.00 20.00 19.75 -9.00 -- Wall 1-1 Seg 1 -10.00 2.00 22.00 20.00 19.75 0.45 - 22 Line 2 Level 2 Line 2 1 0.00 5.00 57.00 52.00 44.00 -8.00 -- Wall 2-1 Seg 1 0.00 5.00 57.00 52.00 44.00 -- 22 Segment 1 --5.00 23.00 18.00 17.75 0.44 - 22 Opening 1 --23.00 25.00 2.00 --5.00 22 Segment 2 --25.00 29.50 4.50 4.25 1.78 - 22 Opening 2 --29.50 31.50 2.00 --5.00 22 Segment 3 --31.50 38.00 6.50 6.25 1.23 - 22 Opening 3 --38.00 42.00 4.00 --5.00 22 Segment 4 --42.00 57.00 15.00 14.75 0.53 - 22 Level 1 Line 2 1 0.00 0.00 57.00 57.00 20.00 -9.00 -- Wall 2-1 Seg 0.00 0.00 2.00 2.00 0.00 4.50 - 22 Wall 2-2 Seg 1 0.00 22.00 57.00 35.00 20.00 -- 22 Segment 1 --22.00 23.00 1.00 -9.00 - 22 Opening 1 --23.00 28.00 5.00 --5.00 22 Segment 2 --28.00 39.25 11.25 11.00 0.80 - 22 Opening 2 --39.25 42.25 3.00 --5.00 22 Segment 3 --42.25 48.00 5.75 5.50 1.57 - 22 Opening 3 --48.00 54.00 6.00 --5.00 22 Segment 4 --54.00 57.00 3.00 2.75 3.00 - 22 Line 3 Level 2 Line 3 NSW 14.00 5.00 57.00 52.00 0.00 -8.00 -- Wall 3-1 NSW 14.00 5.00 7.50 2.50 0.00 1.00 - 22 Level 1 Line 3 NSW 14.00 5.00 57.00 52.00 0.00 -9.00 -- Wall 3-1 NSW 14.50 50.00 57.00 7.00 0.00 1.00 - 22 Line 4 Level 1 Line 4 NSW 19.00 0.00 9.50 9.50 0.00 -9.00 -- Wall 4-1 NSW 19.00 0.00 9.50 9.50 0.00 1.00 - 22 Line 5 Level 2 Line 5 NSW 24.50 7.50 17.50 10.00 0.00 -8.00 -- Wall 5-1 NSW 24.50 7.50 17.50 10.00 0.00 1.00 - 22 Level 1 Line 5 NSW 24.50 7.50 17.50 10.00 0.00 -9.00 -- Wall 5-1 NSW 24.50 9.50 17.50 8.00 0.00 1.00 - 22 Line 6 Level 2 Line 6 1 30.00 17.50 57.00 39.50 22.50 -8.00 -- Wall 6-1 Seg 1 30.00 17.50 57.00 39.50 22.50 -- 22 Segment 1 --17.50 18.50 1.00 -8.00 - 22 Opening 1 --18.50 30.50 12.00 --5.00 22 Segment 2 --30.50 33.75 3.25 3.00 2.46 - 22 Opening 2 --33.75 37.75 4.00 --5.00 22 Segment 3 --37.75 57.00 19.25 19.00 0.42 - 22 Level 1 Line 6 1 30.00 17.50 50.00 32.50 19.25 -9.00 -- Wall 6-1 NSW 30.00 17.50 30.50 13.00 0.00 1.00 - 22 Wall 6-2 Seg 1 30.00 30.50 50.00 19.50 19.25 0.46 - 22 East-west Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft]W E Line A Level 1 Line A 1 0.69 -10.00 19.00 29.00 13.50 -9.00 -- Wall A-1 Seg 1 2.00 -10.00 0.00 10.00 4.50 -- 22 Segment 1 ---10.00 -5.50 4.50 4.25 2.00 - 22 Opening 1 ---5.50 -1.25 4.25 --2.00 22 Segment 2 ---1.25 0.00 1.25 -7.20 - 22 Wall A-2 Seg 1 0.00 0.00 19.00 19.00 9.00 -- 22 Segment 1 --0.00 9.00 9.00 8.75 1.00 - 22 Opening 1 --9.00 17.00 8.00 --5.00 2 2 4 Page 62 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Segment 2 --17.00 19.00 2.00 -4.50 -2 2 Line B Level 2 Line B 1 6.07 0.00 24.50 24.50 18.50 -8.00 -- Wall B-1 Seg 1 5.00 0.00 14.00 14.00 8.00 -- 22 Segment 1 --0.00 4.00 4.00 3.75 2.00 - 22 Opening 1 --4.00 10.00 6.00 --5.00 22 Segment 2 --10.00 14.00 4.00 3.75 2.00 - 22 Wall B-2 FT 1 7.50 14.00 24.50 10.50 10.50 -- 22 Segment 1 --14.00 16.00 2.00 -1.00 - -- Opening 1 --16.00 22.00 6.00 --2.00 -- Segment 2 --22.00 24.50 2.50 -0.80 - -- Line C Level 1 Line C NSW 9.50 19.00 24.50 5.50 0.00 -9.00 -- Wall C-1 NSW 9.50 19.00 24.50 5.50 0.00 1.00 - 22 Line D Level 2 Line D NSW 17.50 24.50 30.00 5.50 0.00 -8.00 -- Wall D-1 NSW 17.50 24.50 30.00 5.50 0.00 1.00 - 22 Level 1 Line D NSW 17.50 24.50 30.00 5.50 0.00 -9.00 -- Wall D-1 NSW 17.50 24.50 30.00 5.50 0.00 1.00 - 22 Line E Level 2 Line E Seg 1 20.00 0.00 30.00 30.00 10.00 -8.00 -- Wall E-1 Seg 1 20.00 0.50 10.75 10.25 10.00 0.78 - 22 Level 1 Line E 1 21.17 -10.00 30.00 40.00 21.75 -9.00 -- Wall E-1 Seg 1 22.00 -10.00 0.00 10.00 7.00 -- 22 Segment 1 ---10.00 -6.00 4.00 3.75 2.25 - 22 Opening 1 ---6.00 -3.00 3.00 --2.00 22 Segment 2 ---3.00 0.00 3.00 2.75 3.00 - 22 Wall E-2 Seg 1 20.00 0.50 10.75 10.25 10.00 0.88 - 33 Wall E-3 Seg 1 22.00 14.00 18.50 4.50 4.25 2.00 - 22 Line F Level 1 Line F 1 50.00 0.00 30.00 30.00 7.50 -9.00 -- Wall F-1 Seg 1 50.00 14.50 30.00 15.50 7.50 -- 22 Segment 1 --14.50 17.75 3.25 3.00 2.77 - 22 Opening 1 --17.75 25.75 8.00 --5.00 22 Segment 2 --25.75 30.00 4.25 4.00 2.12 - 22 Line G Level 2 Line G 1 57.00 0.00 30.00 30.00 18.00 -8.00 -- Wall G-1 Seg 1 57.00 0.00 30.00 30.00 18.00 -- 22 Segment 1 --0.00 10.25 10.25 10.00 0.78 - 22 Opening 1 --10.25 14.25 4.00 --5.00 22 Segment 2 --14.25 18.50 4.25 4.00 1.88 - 22 Opening 2 --18.50 26.50 8.00 --5.00 22 Segment 3 --26.50 30.00 3.50 3.25 2.29 - 22 Level 1 Line G 2 57.00 0.00 14.50 14.50 7.00 -9.00 -- Wall G-1 Seg 2 57.00 0.00 14.50 14.50 7.00 -- 22 Segment 1 --0.00 3.50 3.50 3.25 2.57 - 22 Opening 1 --3.50 11.00 7.50 --5.00 22 Segment 2 --11.00 14.50 3.50 3.25 2.57 - 22 Legend: Type–Seg:Segmented,Prf:Perforated,FT:FTAO(force transferaroundopenings),NSW:Non-shearwall,NW:Non-wood/Proprietary,ND:Not designed Location–Position in structureperpendicular towall Length–Shear line:Distancebetweenexteriorperpendicularwallsdefining theshear lineextent Wall,segment,oropening:End-to-end lengthof theelement FHS–Dependingonelement,showsdifferentdefinitionsof full-heightsheathing length(FHS): 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. 5 Page 63 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 If twowallgroupnumbers listed, theyare forrigid diaphragmand flexible diaphragmdesign. 6 Page 64 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 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 57.00 32.0 Block 1 WWall 1 W->EWind Line 5.00 57.00 43.4 Block 1 WRoof MinW->EWind Line 6.50 58.00 35.7 Block 1 WRoof 1 W->EWind Line 6.50 58.00 26.6 Block 1 EWall MinW->E Lee Line 5.00 7.50 32.0 Block 1 EWall 1 W->E Lee Line 5.00 7.50 29.5 Block 1 ERoof 1 W->E Lee Line 6.50 58.00 79.0 Block 1 ERoof MinW->E Lee Line 6.50 58.00 35.7 Block 1 EWall MinW->E Lee Line 7.50 17.50 32.0 Block 1 EWall 1 W->E Lee Line 7.50 17.50 29.5 Block 1 EWall MinW->E Lee Line 17.50 57.00 32.0 Block 1 EWall 1 W->E Lee Line 17.50 57.00 29.5 Block 1 WWall MinE->W Lee Line 5.00 57.00 32.0 Block 1 WWall 1 E->W Lee Line 5.00 57.00 29.5 Block 1 WRoof 1 E->W Lee Line 6.50 58.00 79.0 Block 1 WRoof MinE->W Lee Line 6.50 58.00 35.7 Block 1 EWall 1 E->WWind Line 5.00 7.50 43.4 Block 1 EWall MinE->WWind Line 5.00 7.50 32.0 Block 1 ERoof 1 E->WWind Line 6.50 58.00 26.6 Block 1 ERoof MinE->WWind Line 6.50 58.00 35.7 Block 1 EWall 1 E->WWind Line 7.50 17.50 43.4 Block 1 EWall MinE->WWind Line 7.50 17.50 32.0 Block 1 EWall MinE->WWind Line 17.50 57.00 32.0 Block 1 EWall 1 E->WWind Line 17.50 57.00 43.4 Block 1 SL Gable MinS->NWind Line 0.00 12.25 0.0 66.1 Block 1 SWall MinS->NWind Line 0.00 14.00 32.0 Block 1 SWall 1 S->NWind Line 0.00 14.00 43.4 Block 1 SL Gable 1 S->NWind Line 0.00 12.25 0.0 95.7 Block 1 SR Gable MinS->NWind Line 12.25 24.50 66.1 0.0 Block 1 SR Gable 1 S->NWind Line 12.25 24.50 95.7 0.0 Block 1 SWall 1 S->NWind Line 14.00 24.50 43.4 Block 1 SWall MinS->NWind Line 14.00 24.50 32.0 Block 1 SWall 1 S->NWind Line 24.50 30.00 43.4 Block 1 SWall MinS->NWind Line 24.50 30.00 32.0 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NL Gable MinS->N Lee Line 0.00 12.25 0.0 66.1 Block 1 NL Gable 1 S->N Lee Line 0.00 12.25 0.0 36.4 Block 1 NWall 1 S->N Lee Line 0.00 30.00 17.6 Block 1 NR Gable MinS->N Lee Line 12.25 24.50 66.1 0.0 Block 1 NR Gable 1 S->N Lee Line 12.25 24.50 36.4 0.0 Block 1 SWall MinN->S Lee Line 0.00 14.00 32.0 Block 1 SL Gable 1 N->S Lee Line 0.00 12.25 0.0 36.4 Block 1 SWall 1 N->S Lee Line 0.00 14.00 17.6 Block 1 SL Gable MinN->S Lee Line 0.00 12.25 0.0 66.1 Block 1 SR Gable 1 N->S Lee Line 12.25 24.50 36.4 0.0 Block 1 SR Gable MinN->S Lee Line 12.25 24.50 66.1 0.0 Block 1 SWall MinN->S Lee Line 14.00 24.50 32.0 Block 1 SWall 1 N->S Lee Line 14.00 24.50 17.6 Block 1 SWall 1 N->S Lee Line 24.50 30.00 17.6 Block 1 SWall MinN->S Lee Line 24.50 30.00 32.0 Block 1 NL Gable 1 N->SWind Line 0.00 12.25 0.0 95.7 Block 1 NWall 1 N->SWind Line 0.00 30.00 43.4 Block 1 NL Gable MinN->SWind Line 0.00 12.25 0.0 66.1 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 NR Gable MinN->SWind Line 12.25 24.50 66.1 0.0 Block 1 NR Gable 1 N->SWind Line 12.25 24.50 95.7 0.0 Block 2 WRoof MinW->EWind Line 4.00 7.50 21.6 Block 2 WRoof 1 W->EWind Line 4.00 7.50 15.6 Block 2 ERoof 1 W->E Lee Line 4.00 7.50 46.7 Block 2 ERoof MinW->E Lee Line 4.00 7.50 21.6 Block 2 WRoof 1 E->W Lee Line 4.00 7.50 46.7 Block 2 WRoof MinE->W Lee Line 4.00 7.50 21.6 Block 2 ERoof MinE->WWind Line 4.00 7.50 21.6 Block 2 ERoof 1 E->WWind Line 4.00 7.50 15.6 Block 2 SL Gable 1 S->NWind Line 0.00 7.00 0.0 53.9 Block 2 SL Gable MinS->NWind Line 0.00 7.00 0.0 37.8 Block 2 SR Gable MinS->NWind Line 7.00 14.00 37.8 0.0 Block 2 S R Gable 1 S->N Wind Line 7.00 14.00 53.9 0.0 7 Page 65 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 S L Gable 1 N->S Lee Line 0.00 7.00 0.0 34.0 Block 2 SL Gable MinN->S Lee Line 0.00 7.00 0.0 37.8 Block 2 SR Gable 1 N->S Lee Line 7.00 14.00 34.0 0.0 Block 2 SR Gable MinN->S Lee Line 7.00 14.00 37.8 0.0 Block 3 EL Gable MinW->E Lee Line 17.50 37.25 0.0 51.3 Block 3 EL Gable 1 W->E Lee Line 17.50 37.25 0.0 46.8 Block 3 ER Gable 1 W->E Lee Line 37.25 57.00 46.8 0.0 Block 3 ER Gable MinW->E Lee Line 37.25 57.00 51.3 0.0 Block 3 EL Gable 1 E->WWind Line 17.50 37.25 0.0 73.8 Block 3 EL Gable MinE->WWind Line 17.50 37.25 0.0 51.3 Block 3 ER Gable MinE->WWind Line 37.25 57.00 51.3 0.0 Block 3 ER Gable 1 E->WWind Line 37.25 57.00 73.8 0.0 Block 3 SL Roof MinS->NWind Line 14.99 24.98 0.0 27.0 Block 3 SL Roof 1 S->NWind Line 14.99 24.98 -0.0 -8.9 Block 3 SCtr Roof MinS->NWind Line 24.98 31.00 27.0 Block 3 SCtr Roof 1 S->NWind Line 24.98 31.00 -8.9 Block 3 NL Roof MinS->N Lee Line 14.99 24.98 0.0 27.0 Block 3 NL Roof 1 S->N Lee Line 14.99 24.98 0.0 55.7 Block 3 NCtr Roof MinS->N Lee Line 24.98 31.00 27.0 Block 3 NCtr Roof 1 S->N Lee Line 24.98 31.00 55.7 Block 3 SL Roof MinN->S Lee Line 14.99 24.98 0.0 27.0 Block 3 SL Roof 1 N->S Lee Line 14.99 24.98 0.0 55.7 Block 3 SCtr Roof 1 N->S Lee Line 24.98 31.00 55.7 Block 3 SCtr Roof MinN->S Lee Line 24.98 31.00 27.0 Block 3 NL Roof 1 N->SWind Line 14.99 24.98 -0.0 -8.9 Block 3 NL Roof MinN->SWind Line 14.99 24.98 0.0 27.0 Block 3 NCtr Roof 1 N->SWind Line 24.98 31.00 -8.9 Block 3 NCtr Roof MinN->SWind Line 24.98 31.00 27.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall MinW->EWind Line 0.00 2.00 48.0 Block 1 WWall 1 W->EWind Line 0.00 2.00 61.7 Block 1 WWall MinW->EWind Line 2.00 22.00 48.0 Block 1 WWall 1 W->EWind Line 2.00 22.00 61.7 Block 1 WWall MinW->EWind Line 5.00 57.00 32.0 Block 1 WWall 1 W->EWind Line 5.00 57.00 41.3 Block 1 WWall MinW->EWind Line 22.00 57.00 48.0 Block 1 WWall 1 W->EWind Line 22.00 57.00 61.7 Block 1 EWall 1 W->E Lee Line 0.00 9.50 44.2 Block 1 EWall MinW->E Lee Line 0.00 9.50 48.0 Block 1 EWall MinW->E Lee Line 5.00 7.50 32.0 Block 1 EWall 1 W->E Lee Line 5.00 7.50 29.5 Block 1 EWall 1 W->E Lee Line 7.50 17.50 29.5 Block 1 EWall MinW->E Lee Line 7.50 17.50 32.0 Block 1 EWall 1 W->E Lee Line 9.50 17.50 44.2 Block 1 EWall MinW->E Lee Line 9.50 17.50 48.0 Block 1 EWall MinW->E Lee Line 17.50 50.00 48.0 Block 1 EWall MinW->E Lee Line 17.50 57.00 32.0 Block 1 EWall 1 W->E Lee Line 17.50 50.00 44.2 Block 1 EWall 1 W->E Lee Line 17.50 57.00 29.5 Block 1 EWall MinW->E Lee Line 50.00 57.00 48.0 Block 1 EWall 1 W->E Lee Line 50.00 57.00 44.2 Block 1 WWall 1 E->W Lee Line 0.00 2.00 44.2 Block 1 WWall MinE->W Lee Line 0.00 2.00 48.0 Block 1 WWall MinE->W Lee Line 2.00 22.00 48.0 Block 1 WWall 1 E->W Lee Line 2.00 22.00 44.2 Block 1 WWall 1 E->W Lee Line 5.00 57.00 29.5 Block 1 WWall MinE->W Lee Line 5.00 57.00 32.0 Block 1 WWall 1 E->W Lee Line 22.00 57.00 44.2 Block 1 WWall MinE->W Lee Line 22.00 57.00 48.0 Block 1 EWall 1 E->WWind Line 0.00 9.50 61.7 Block 1 EWall MinE->WWind Line 0.00 9.50 48.0 Block 1 EWall MinE->WWind Line 5.00 7.50 32.0 Block 1 EWall 1 E->WWind Line 5.00 7.50 41.3 Block 1 EWall 1 E->WWind Line 7.50 17.50 41.3 Block 1 EWall MinE->WWind Line 7.50 17.50 32.0 Block 1 EWall MinE->WWind Line 9.50 17.50 48.0 Block 1 EWall 1 E->WWind Line 9.50 17.50 61.7 Block 1 EWall 1 E->WWind Line 17.50 57.00 41.3 Block 1 E Wall Min E->W Wind Line 17.50 57.00 32.0 8 Page 66 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 E Wall 1 E->W Wind Line 17.50 50.00 61.7 Block 1 EWall MinE->WWind Line 17.50 50.00 48.0 Block 1 EWall MinE->WWind Line 50.00 57.00 48.0 Block 1 EWall 1 E->WWind Line 50.00 57.00 61.7 Block 1 SWall 1 S->NWind Line -10.00 0.00 61.7 Block 1 SWall MinS->NWind Line -10.00 0.00 48.0 Block 1 SWall 1 S->NWind Line 0.00 19.00 61.7 Block 1 SWall MinS->NWind Line 0.00 14.00 32.0 Block 1 SWall MinS->NWind Line 0.00 19.00 48.0 Block 1 SWall 1 S->NWind Line 0.00 14.00 41.3 Block 1 SWall MinS->NWind Line 14.00 24.50 32.0 Block 1 SWall 1 S->NWind Line 14.00 24.50 41.3 Block 1 SWall MinS->NWind Line 19.00 24.50 48.0 Block 1 SWall 1 S->NWind Line 19.00 24.50 61.7 Block 1 SWall 1 S->NWind Line 24.50 30.00 61.7 Block 1 SWall MinS->NWind Line 24.50 30.00 32.0 Block 1 SWall MinS->NWind Line 24.50 30.00 48.0 Block 1 SWall 1 S->NWind Line 24.50 30.00 41.3 Block 1 NWall 1 S->N Lee Line -10.00 0.00 26.4 Block 1 NWall MinS->N Lee Line -10.00 0.00 48.0 Block 1 NWall 1 S->N Lee Line 0.00 30.00 17.6 Block 1 NWall 1 S->N Lee Line 0.00 14.50 26.4 Block 1 NWall MinS->N Lee Line 0.00 14.50 48.0 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NWall 1 S->N Lee Line 14.50 30.00 26.4 Block 1 NWall MinS->N Lee Line 14.50 30.00 48.0 Block 1 SWall 1 N->S Lee Line -10.00 0.00 26.4 Block 1 SWall MinN->S Lee Line -10.00 0.00 48.0 Block 1 SWall 1 N->S Lee Line 0.00 14.00 17.6 Block 1 SWall 1 N->S Lee Line 0.00 19.00 26.4 Block 1 SWall MinN->S Lee Line 0.00 19.00 48.0 Block 1 SWall MinN->S Lee Line 0.00 14.00 32.0 Block 1 SWall MinN->S Lee Line 14.00 24.50 32.0 Block 1 SWall 1 N->S Lee Line 14.00 24.50 17.6 Block 1 SWall 1 N->S Lee Line 19.00 24.50 26.4 Block 1 SWall MinN->S Lee Line 19.00 24.50 48.0 Block 1 SWall 1 N->S Lee Line 24.50 30.00 26.4 Block 1 SWall 1 N->S Lee Line 24.50 30.00 17.6 Block 1 SWall MinN->S Lee Line 24.50 30.00 32.0 Block 1 SWall MinN->S Lee Line 24.50 30.00 48.0 Block 1 NWall 1 N->SWind Line -10.00 0.00 61.7 Block 1 NWall MinN->SWind Line -10.00 0.00 48.0 Block 1 NWall MinN->SWind Line 0.00 14.50 48.0 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 14.50 61.7 Block 1 NWall 1 N->SWind Line 0.00 30.00 41.3 Block 1 NWall 1 N->SWind Line 14.50 30.00 61.7 Block 1 NWall MinN->SWind Line 14.50 30.00 48.0 Legend: Block-Blockused in loadgeneration Accum. = loads fromoneblockcombinedwith another Manual = user-entered loads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhich loadsgeneratedorentered LoadCase-Oneof the following: ASCE7AllHeights:Case1or2 fromFig 27.3-8orminimum loads from27.1.5 ASCE7Low-rise:ReferencecornerandCaseAorB fromFig 28.3-1orminimum loads from28.3.4 WindDir-Directionofwind for loadswithpositivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardor leewardside of thebuilding for loads ingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start = intensityofuniformandpoint loadsor leftmost intensityof trapezoidal load,End = right intensityof trap load TribHt-Tributaryheightofarea loadsonly Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.60 towind loads beforedistributing them to the shearlines. 9 Page 67 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 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 2 Line 6.50 58.00 198.8 198.8 E-W Roof Block 1 5 Line 6.50 58.00 198.8 198.8 E-W Roof Block 2 2 Line 4.00 7.50 120.0 120.0 E-W Roof Block 2 3 Line 4.00 7.50 120.0 120.0 E-W Roof Block 3 5 Line 16.50 58.00 41.2 41.2 E-W Roof Block 3 6 Line 16.50 58.00 56.2 56.2 E-W L Gable Block 3 6 Line 17.50 37.25 64.2 0.0 E-W R Gable Block 3 6 Line 37.25 57.00 0.0 64.2 N-S Roof Block 1 Line -1.00 25.50 386.2 386.2 N-S Roof Block 1 G Line -1.00 25.50 386.2 386.2 N-S Roof Block 2 B Line -1.00 15.00 33.8 33.8 N-S Roof Block 2 Line -1.00 15.00 18.8 18.8 N-S Roof Block 3 D Line 24.50 31.00 311.2 311.2 N-S Roof Block 3 G Line 24.50 31.00 311.2 311.2 N-S L Gable Block 1 Line 0.00 12.25 82.6 0.0 N-S R Gable Block 1 Line 12.25 24.50 0.0 82.6 N-S R Gable Block 1 G Line 0.00 12.25 82.6 0.0 N-S L Gable Block 1 G Line 12.25 24.50 0.0 82.6 N-S L Gable Block 2 B Line 0.00 7.00 47.2 0.0 N-S R Gable Block 2 B Line 7.00 14.00 0.0 47.2 BothWall 2-1 n/a 2 Line 5.00 57.00 40.0 40.0 BothWall 3-1 n/a 3 Line 5.00 7.50 40.0 40.0 BothWall 5-1 n/a 5 Line 7.50 17.50 40.0 40.0 BothWall 6-1 n/a 6 Line 17.50 57.00 40.0 40.0 BothWall B-1 n/a B Line 0.00 14.00 40.0 40.0 BothWall B-2 n/a Line 14.00 24.50 40.0 40.0 BothWall D-1 n/a D Line 24.50 30.00 40.0 40.0 BothWall E-1 n/a E Line 0.50 10.75 24.0 24.0 BothWall G-1 n/a G Line 0.00 30.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Floor F2 n/a 1 Line 2.00 9.50 174.0 174.0 E-W Floor F3 n/a 1 Line 9.50 17.50 207.0 207.0 E-W Floor F4 n/a 1 Line 17.50 22.00 240.0 240.0 E-W Floor F1 n/a 2 Line 0.00 2.00 114.0 114.0 BothWall 2-1 n/a 2 Line 5.00 57.00 40.0 40.0 E-W Floor F5 n/a 2 Line 22.00 50.00 180.0 180.0 E-W Floor F6 n/a 2 Line 50.00 57.00 87.0 87.0 BothWall 3-1 n/a 3 Line 5.00 7.50 40.0 40.0 E-W Floor F6 n/a Line 50.00 57.00 87.0 87.0 E-W Floor F1 n/a 4 Line 0.00 2.00 114.0 114.0 E-W Floor F2 n/a 4 Line 2.00 9.50 174.0 174.0 BothWall 5-1 n/a 5 Line 7.50 17.50 40.0 40.0 E-W Floor F3 n/a 5 Line 9.50 17.50 207.0 207.0 E-W Floor F4 n/a 6 Line 17.50 22.00 240.0 240.0 BothWall 6-1 n/a 6 Line 17.50 57.00 40.0 40.0 E-W Floor F5 n/a 6 Line 22.00 50.00 180.0 180.0 N-S Floor F2 n/a A Line 0.00 14.50 342.0 342.0 N-S Floor F3 n/a A Line 14.50 19.00 300.0 300.0 N-S Floor F1 n/a Line -10.00 0.00 120.0 120.0 BothWall B-1 n/a B Line 0.00 14.00 40.0 40.0 BothWall B-2 n/a Line 14.00 24.50 40.0 40.0 N-S Floor F4 n/a C Line 19.00 24.50 243.0 243.0 10 Page 68 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 BUILDINGMASSES(continued) N-S Floor F5 n/a D Line 24.50 30.00 195.0 195.0 BothWall D-1 n/a D Line 24.50 30.00 40.0 40.0 BothWall E-1 n/a E Line 0.50 10.75 24.0 24.0 N-S Floor F1 n/a Line -10.00 0.00 120.0 120.0 N-S Floor F3 n/a F Line 14.50 19.00 300.0 300.0 N-S Floor F4 n/a F Line 19.00 24.50 243.0 243.0 N-S Floor F5 n/a F Line 24.50 30.00 195.0 195.0 N-S Floor F2 n/a G Line 0.00 14.50 342.0 342.0 BothWall G-1 n/a G Line 0.00 30.00 40.0 40.0 BothWall 1-1 n/a 1 Line 2.00 22.00 45.0 45.0 BothWall 2-1 n/a 2 Line 0.00 2.00 45.0 45.0 BothWall 2-2 n/a 2 Line 22.00 57.00 45.0 45.0 BothWall 3-1 n/a Line 50.00 57.00 45.0 45.0 BothWall 4-1 n/a 4 Line 0.00 9.50 45.0 45.0 BothWall 5-1 n/a 5 Line 9.50 17.50 45.0 45.0 BothWall 6-1 n/a 6 Line 17.50 30.50 45.0 45.0 BothWall 6-2 n/a 6 Line 30.50 50.00 45.0 45.0 BothWall A-2 n/a A Line 0.00 19.00 45.0 45.0 BothWall A-1 n/a Line -10.00 0.00 45.0 45.0 BothWall C-1 n/a C Line 19.00 24.50 45.0 45.0 BothWall D-1 n/a D Line 24.50 30.00 45.0 45.0 BothWall E-2 n/a E Line 0.50 10.75 27.0 27.0 BothWall E-1 n/a Line -10.00 0.00 45.0 45.0 BothWall E-3 n/a Line 14.00 18.50 27.0 27.0 BothWall F-1 n/a F Line 14.50 30.00 45.0 45.0 BothWall G-1 n/a G Line 0.00 14.50 45.0 45.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline that equivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserapplied area loadsonly 11 Page 69 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line 4.00 5.00 47.1 47.1 E-W Point 5.00 5.00 175 175 E-W Line 5.00 6.50 62.8 62.8 E-W Line 6.50 7.50 140.8 140.8 E-W Point 7.50 7.50 281 281 E-W Line 7.50 16.50 93.7 93.7 E-W Line 16.50 17.50 112.9 112.9 E-W Point 17.50 17.50 43 43 E-W Line 17.50 37.25 112.9 125.5 E-W Point 20.00 20.00 48 48 E-W Line 37.25 57.00 125.5 112.9 E-W Point 57.00 57.00 434 434 E-W Line 57.00 58.00 97.2 97.2 N-S Line -1.00 0.00 161.9 161.9 N-S Point 0.00 0.00 408 408 N-S Line 0.00 0.50 177.6 179.6 N-S Line 0.50 7.00 184.3 210.1 N-S Line 7.00 10.75 210.1 215.1 N-S Line 10.75 12.25 210.4 212.4 N-S Line 12.25 14.00 212.4 205.4 N-S Point 14.00 14.00 20 20 N-S Line 14.00 15.00 205.4 202.8 N-S Line 15.00 24.50 192.5 167.3 N-S Point 24.50 24.50 79 79 N-S Line 24.50 25.50 289.5 289.5 N-S Line 25.50 30.00 137.9 137.9 N-S Point 30.00 30.00 559 559 N-S Line 30.00 31.00 122.2 122.2 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 95 95 E-W Line 0.00 2.00 35.4 35.4 E-W Point 2.00 2.00 50 50 E-W Line 2.00 5.00 48.8 48.8 E-W Point 5.00 5.00 1241 1241 E-W Point 5.00 5.00 62 62 E-W Line 5.00 7.50 57.7 57.7 E-W Point 7.50 7.50 47 47 E-W Line 7.50 9.50 57.7 57.7 E-W Point 9.50 9.50 28 28 E-W Line 9.50 17.50 65.1 65.1 E-W Point 17.50 17.50 52 52 E-W Line 17.50 22.00 72.4 72.4 E-W Point 20.00 20.00 58 58 E-W Point 22.00 22.00 64 64 E-W Line 22.00 30.50 59.0 59.0 E-W Line 30.50 50.00 59.0 59.0 E-W Point 50.00 50.00 78 78 E-W Line 50.00 57.00 38.3 38.3 E-W Point 57.00 57.00 206 206 N-S Point -10.00 -10.00 100 100 N-S Line -10.00 0.00 36.8 36.8 N-S Point 0.00 0.00 417 417 N-S Line 0.00 0.50 95.1 95.1 N-S Line 0.50 10.75 100.8 100.8 N-S Line 10.75 14.00 95.1 95.1 N-S Point 14.00 14.00 11 11 N-S Line 14.00 14.50 98.1 98.1 N-S Point 14.50 14.50 35 35 N-S Line 14.50 18.50 88.8 88.8 N-S Line 18.50 19.00 85.8 85.8 N-S Point 19.00 19.00 48 48 N-S Line 19.00 24.50 73.1 73.1 N-S Point 24.50 24.50 85 85 12 Page 70 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 SEISMICLOADS(continued) N-S Line 24.50 30.00 62.4 62.4 N-S Point 30.00 30.00 339 339 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. 13 Page 71 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 Design Summary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. HOLD-DOWNDESIGN WindLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. ThisDesignSummarydoesnot include failures thatoccurdue toexcessivestorydrift fromASCE7CC.2.2(wind)or12.12(seismic). Refer toStoryDrift table in thisreport toverify thisdesigncriterion. Refer to theDeflection table forpossibleissuesregarding fastenerslippage(SDPWSTableC4.2.3D). 14 Page 72 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 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 1 Ln1,Lev1 1 Both 14.4 - 288 -1.0 - 339 -339 6789 0.04 Line 2 Level 2 Ln2,Lev2 -S->N - - 1348 - - - 339 - - 14936 - -N->S - - 1331 - - - 339 - - 14936 - Wall2-1 1 S->N - - 1348 -1.0 - 339 - - 14936 - 1 N->S - - 1331 -1.0 - 339 - - 14936 - Seg. 1 -S->N 30.6 - 551 -1.0 - 339 -339 6110 0.09 -N->S 30.3 - 545 -1.0 - 339 -339 6110 0.09 Seg. 2 -S->N 30.6 - 138 -1.0 - 339 -339 1528 0.09 -N->S 30.3 - 136 -1.0 - 339 -339 1528 0.09 Seg. 3 -S->N 30.6 - 199 -1.0 - 339 -339 2206 0.09 -N->S 30.3 - 197 -1.0 - 339 -339 2206 0.09 Seg. 4 -S->N 30.6 - 459 -1.0 - 339 -339 5092 0.09 -N->S 30.3 - 454 -1.0 - 339 -339 5092 0.09 Level 1 Ln2,Lev1 -Both - - 3059 - - - 339 - - 6450 - Wall2-2 1 Both - - 3059 -1.0 - 339 - - 6450 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -Both 161.0 - 1811 -1.0 - 339 -339 3819 0.47 Seg. 3 -Both 161.0 - 926 -1.0 - 339 -339 1952 0.47 Seg. 4 -Both 107.3 - 322 -.67 - 226 -226 679 0.47 Line 6 Level 2 Ln6,Lev2 -Both - - 1308 - - - 339 - - 7431 - Wall6-1 1 Both - - 1308 -1.0 - 339 - - 7431 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -Both 48.5 - 158 -.81 - 276 -276 896 0.18 Seg. 3 -Both 59.7 - 1150 -1.0 - 339 -339 6534 0.18 Level 1 Ln6,Lev1 -Both - - 2748 - - - 339 - - 6619 - Wall6-2 1 Both 140.9 - 2748 -1.0 - 339 -339 6619 0.42 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 - - 1672 - - - 339 - - 4583 - WallA-1 1 Both - - 557 -1.0 - 339 - - 1528 - Seg. 1 -Both 123.8 - 557 -1.0 - 339 -339 1528 0.36 Seg. 2 -Both 0.0 - 0 -1.0 - 339 -339 - - WallA-2 1 Both - - 1115 -1.0 - 339 - - 3055 - Seg. 1 -Both 123.8 - 1115 -1.0 - 339 -339 3055 0.36 Seg. 2 -Both 0.0 - 0 -1.0 - 339 -339 - - Line B Level 2 LnB,Lev2 -Both - - 894 - - - 339 - - 6280 - WallB-1 1 Both - - 387 -1.0 - 339 - - 2716 - Seg. 1 -Both 48.3 - 193 -1.0 - 339 -339 1358 0.14 Seg. 2 -Both 48.3 - 193 -1.0 - 339 -339 1358 0.14 WallB-2 1 Both - - 508 -1.0 - 339 - - 3564 - Seg. 1 -Both 112.8 26.9 226 -1.0 - 339 -339 679 0.33 Open. 1 -W->E -64.4 387 - - - 339 -339 2037 0.19 -E->W -64.5 387 - - - 339 -339 2037 0.19 Seg. 2 -Both 112.8 26.9 282 -1.0 - 339 -339 849 0.33 Line E LnE,Lev2 -W->E - - 3025 - - - 339 - - 3479 - -E->W - - 3196 - - - 339 - - 3479 - WallE-1 1 W->E 295.1 - 3025 -1.0 - 339 -339 3479 0.87 1^E->W 311.8 - 3196 -1.0 - 339 -339 3479 0.92 Level 1 LnE,Lev1 -W->E - - 5808 - - - 339 - - 6893 - -E->W - - 5978 - - - 339 - - 6893 - WallE-1 1 W->E - - 1589 - 1.0 - 339 - - 1886 - 15 Page 73 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 SHEARRESULTS(flexiblewinddesign,continued) 1 E->W - - 1636 - 1.0 - 339 - - 1886 - Seg. 1 -W->E 254.2 - 1017 -.89 - 302 -302 1207 0.84 -E->W 261.7 - 1047 -.89 - 302 -302 1207 0.87 Seg. 2 -W->E 190.7 - 572 -.67 - 226 -226 679 0.84 -E->W 196.3 - 589 -.67 - 226 -226 679 0.87 WallE-2 1 W->E 286.0 - 2932 -1.0 - 339 -339 3479 0.84 1 E->W 294.4 - 3018 -1.0 - 339 -339 3479 0.87 WallE-3 1 W->E 286.0 - 1287 -1.0 - 339 -339 1528 0.84 1 E->W 294.4 - 1325 -1.0 - 339 -339 1528 0.87 Line F LnF,Lev1 -Both - - 1899 - - - 339 - - 2159 - WallF-1 1 Both - - 1899 -1.0 - 339 - - 2159 - Seg. 1 -Both 215.6 - 701 -.72 - 245 -245 797 0.88 Seg. 2 -Both 282.0 - 1198 -.94 - 321 -321 1363 0.88 Line G Level 2 LnG,Lev2 -W->E - - 2303 - - - 339 - - 5962 - -E->W - - 2452 - - - 339 - - 5962 - WallG-1 1 W->E - - 2303 -1.0 - 339 - - 5962 - 1 E->W - - 2452 -1.0 - 339 - - 5962 - Seg. 1 -W->E 131.1 - 1344 -1.0 - 339 -339 3479 0.39 -E->W 139.6 - 1431 -1.0 - 339 -339 3479 0.41 Seg. 2 -W->E 131.1 - 557 -1.0 - 339 -339 1443 0.39 -E->W 139.6 - 593 -1.0 - 339 -339 1443 0.41 Seg. 3 -W->E 114.8 - 402 -.88 - 297 -297 1040 0.39 -E->W 122.2 - 428 -.88 - 297 -297 1040 0.41 Level 1 LnG,Lev1 -W->E - - 2674 - - - 637 - - 3468 - -E->W - - 2824 - - - 637 - - 3468 - WallG-1 2 W->E - - 2674 -1.0 - 637 - - 3468 - 2 E->W - - 2824 -1.0 - 637 - - 3468 - Seg. 1 -W->E 382.0 - 1337 -.78 - 495 -495 1734 0.77 -E->W 403.4 - 1412 -.78 - 495 -495 1734 0.81 Seg. 2 -W->E 382.0 - 1337 -.78 - 495 -495 1734 0.77 -E->W 403.4 - 1412 -.78 - 495 -495 1734 0.81 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir-Directionofwind forcealongshearline. v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 FTAOwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factoredshear force.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwallsissum bi / FHS from4.3.5.6with bi defined in 4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshown isAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityof interiorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,also include unblocked factorCubandaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."S" indicates that theseismicdesigncriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 16 Page 74 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 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 -10.00 2.13 Min 131 131 LIMIT w/o 1500 0.09 1-1 R End -10.00 21.88 Min 131 131 LIMIT w/o 1500 0.09 Line 2 V Elem 0.00 5.13 1 248 248 Refer to upper level V Elem 0.00 22.88 Min 98 98 Refer to upper level 2-2 R Op 1 0.00 28.13 1 1592 1592 STHD14 (8" S 3815 0.42 V Elem 0.00 29.38 Min 256 256 Refer to upper level V Elem 0.00 31.63 1 255 255 Refer to upper level V Elem 0.00 37.88 Min 252 252 Refer to upper level 2-2 L Op 2 0.00 39.13 Min 1472 1472 STHD14 (8" S 3815 0.39 2-2 R Op 2 0.00 42.38 1 1754 1754 STHD14 (8" S 3815 0.46 2-2 L Op 3 0.00 47.88 Min 1515 1515 STHD14 (8" S 3815 0.40 2-2 R Op 3 0.00 54.13 1 1054 1054 LIMIT w/o 1500 0.70 2-2 R End 0.00 56.88 Min 1300 1300 STHD14 (8" S 3815 0.34 Line 6 6-2 L End 30.00 30.63 Min 1955 1955 STHD14 (8" S 3815 0.51 V Elem 30.00 33.63 Min 671 671 Refer to upper level V Elem 30.00 37.88 Min 673 673 Refer to upper level 6-2 R End 30.00 49.88 Min 1285 1285 STHD14 (8" S 3815 0.34 V Elem 30.00 56.88 Min 673 673 Refer to upper level Line A A-1 L End -9.87 2.00 1 1180 1180 LIMIT w/o 1500 0.79 A-1 L Op 1 -5.62 2.00 1 1180 1180 LIMIT w/o 1500 0.79 A-2 L End 0.12 0.00 1 1146 1146 LIMIT w/o 1500 0.76 A-2 L Op 1 8.88 0.00 1 1146 1146 LIMIT w/o 1500 0.76 Line B V Elem 0.12 5.00 1 482 482 Refer to upper level V Elem 3.88 5.00 1 482 482 Refer to upper level V Elem 10.13 5.00 1 482 482 Refer to upper level V Elem 13.88 5.00 1 482 482 Refer to upper level V Elem 14.13 7.50 1 571 571 Refer to upper level V Elem 24.38 7.50 1 572 572 Refer to upper level Line E E-1 L End -9.87 22.00 1 2441 2441 STHD14 (8" S 3815 0.64 E-1 L Op 1 -6.12 22.00 1 2512 2512 STHD14 (8" S 3815 0.66 E-1 R Op 1 -2.87 22.00 1 1872 1872 STHD14 (8" S 3815 0.49 E-1 R End -0.12 22.00 1 1927 1927 STHD14 (8" S 3815 0.51 E-2 L End 0.63 20.00 1 5058 5058 HDQ8-SDS 7020 0.72 E-2 R End 10.63 20.00 1 5272 5272 HDQ8-SDS 7020 0.75 E-3 L End 14.13 22.00 1 2726 2726 STHD14 (8" S 5285 0.52 E-3 R End 18.38 22.00 1 2806 2806 STHD14 (8" S 5285 0.53 Line F F-1 L End 14.63 50.00 1 2102 2102 STHD14 (8" S 3815 0.55 F-1 L Op 1 17.63 50.00 1 2102 2102 STHD14 (8" S 3815 0.55 F-1 R Op 1 25.88 50.00 1 2696 2696 STHD14 (8" S 3815 0.71 F-1 R End 29.88 50.00 1 2696 2696 STHD14 (8" S 3815 0.71 Line G G-1 L End 0.12 57.00 1 5243 5243 HDU5 (4x6)5645 0.93 G-1 L Op 1 3.38 57.00 1 4101 4101 STHD14 (8" S 5285 0.78 G-1 R Op 1 11.13 57.00 1 2342 2342 STHD14 (8" S 5285 0.44 G-1 R End 14.38 57.00 1 3909 3909 STHD14 (8" S 5285 0.74 V Elem 18.38 57.00 1 2000 2000 Refer to upper level V Elem 26.63 57.00 1 989 989 Refer to upper level V Elem 29.88 57.00 1 1053 1053 Refer to upper level Level 2 TensileHold-down Line-Location[ft]Load orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 2 2-1 L End 0.00 5.13 1 248 248 LIMIT w/o 1500 0.17 2-1 L Op 1 0.00 22.88 Min 245 245 LIMIT w/o 1500 0.16 2-1 R Op 1 0.00 25.13 1 259 259 LIMIT w/o 1500 0.17 2-1 L Op 2 0.00 29.38 Min 256 256 LIMIT w/o 1500 0.17 2-1 R Op 2 0.00 31.63 1 255 255 LIMIT w/o 1500 0.17 2-1 L Op 3 0.00 37.88 Min 252 252 LIMIT w/o 1500 0.17 2-1 R Op 3 0.00 42.13 1 249 249 LIMIT w/o 1500 0.17 2-1 R End 0.00 56.88 Min 246 246 LIMIT w/o 1500 0.16 Line 6 6-1 R Op 1 30.00 30.63 Min 671 671 LIMIT w/o 1500 0.45 17 Page 75 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 Hold-DownandCompressionDesign(flexiblewinddesign,continued) 6-1 L Op 2 30.00 33.63 Min 671 671 LIMIT w/o 1500 0.45 6-1 R Op 2 30.00 37.88 Min 673 673 LIMIT w/o 1500 0.45 6-1 R End 30.00 56.88 Min 673 673 LIMIT w/o 1500 0.45 Line B B-1 L End 0.12 5.00 1 482 482 LIMIT w/o 1500 0.32 B-1 L Op 1 3.88 5.00 1 482 482 LIMIT w/o 1500 0.32 B-1 R Op 1 10.13 5.00 1 482 482 LIMIT w/o 1500 0.32 B-1 R End 13.88 5.00 1 482 482 LIMIT w/o 1500 0.32 B-2 L End 14.13 7.50 1 571 571 LIMIT w/o 1500 0.38 B-2 R End 24.38 7.50 1 572 572 LIMIT w/o 1500 0.38 Line E E-1 L End 0.63 20.00 1 2420 2420 MST48 3425 0.71 E-1 R End 10.63 20.00 1 2556 2556 MST48 3425 0.75 Line G G-1 L End 0.12 57.00 1 1540 1540 MST48 3425 0.45 G-1 L Op 1 10.13 57.00 1 1640 1640 MSTC66B3 3817 0.43 G-1 R Op 1 14.38 57.00 1 1878 1878 MST48 3425 0.55 G-1 L Op 2 18.38 57.00 1 2000 2000 MSTC66B3 3817 0.52 G-1 R Op 2 26.63 57.00 1 989 989 LIMIT w/o 1500 0.66 G-1 R End 29.88 57.00 1 1053 1053 LIMIT w/o 1500 0.70 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: HDQ8-SDS3forstudswith thickness > 0'-4.5"anddepth > 0'-3.5" : Uses201/4"x3"SDSheavy-dutyscrews;7/8"anchorbolt. Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Mostsevereofwind load cases isusedforoverturningcalculation. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 18 Page 76 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 COLLECTORFORCES(flexiblewinddesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 2 2-2 Right Opening 1 0.00 28.00 -1503 1503 2-2 Left Opening 2 0.00 39.25 -295 295 2-2 Right Opening 2 0.00 42.25 -456 456 2-2 Left Opening 3 0.00 48.00 161 -161 2-2 Right Opening 3 0.00 54.00 -161 161 Line 6 6-2 Left Wall End 30.00 30.50 -1099 1099 Line A A-1 Left Opening 1 -5.50 2.00 298 -298 A-2 Left Wall End 0.00 0.00 -19 19 A-2 Left Opening 1 9.00 0.00 576 -577 Line E E-1 Left Opening 1 -6.00 22.00 436 -449 E-1 Right Opening 1 -3.00 22.00 1 -1 E-1 Right Wall End 0.00 22.00 137 -141 E-2 Left Wall End 0.50 20.00 64 -66 E-2 Right Wall End 10.75 20.00 1508-1552 E-3 Left Wall End 14.00 22.00 1036-1066 E-3 Right Wall End 18.50 22.00 1670-1719 Line F F-1 Left Wall End 14.50 50.00 -918 918 F-1 Left Opening 1 17.75 50.00 -423 423 F-1 Right Opening 1 25.75 50.00 -929 929 Line G G-1 Left Opening 1 3.50 57.00 692 -730 G-1 Right Opening 1 11.00 57.00 -692 730 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 2 2-1 Left Opening 1 0.00 23.00 85 -84 2-1 Right Opening 1 0.00 25.00 33 -33 2-1 Left Opening 2 0.00 29.50 54 -54 2-1 Right Opening 2 0.00 31.50 2 -2 2-1 Left Opening 3 0.00 38.00 33 -33 2-1 Right Opening 3 0.00 42.00 -71 70 Line 6 6-1 Right Opening 1 30.00 30.50 -430 430 6-1 Left Opening 2 30.00 33.75 -380 380 6-1 Right Opening 2 30.00 37.75 -513 513 Line B B-1 Left Opening 1 4.00 5.00 47 -47 B-1 Right Opening 1 10.00 5.00 -172 172 B-2 Left Opening 1 16.00 7.50 -144 144 B-2 Right Opening 1 22.00 7.50 24 -24 B-2 Left Opening 1 16.00 7.50 172 172 B-2 Right Opening 1 22.00 7.50 215 215 Line E E-1 Left Wall End 0.50 20.00 -50 53 E-1 Right Wall End 10.75 20.00 1941-2051 Line G G-1 Left Opening 1 10.25 57.00 557 -593 G-1 Right Opening 1 14.25 57.00 250 -266 G-1 Left Opening 2 18.50 57.00 481 -512 G-1 Right Opening 2 26.50 57.00 -133 142 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. 19 Page 77 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 20 Page 78 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 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 35786 1465.0 4917 4917 11229 15976 6052 6052 6052 6052 1 35770 1653.0 2789 2789 12216 14184 6049 8222 6049 6049 All 71556 -7706 7706 - - - - - - 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 = 0.888,butV1 / Vr1 = 0.543,so theweakstory ispermitted. 21 Page 79 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 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 1 Ln1,Lev1 1 Both 9.9 - 199 -1.0 - 242 -242 4849 0.04 Line 2 Level 2 Ln2,Lev2 -Both - - 2489 - - - 242 - - 10668 - Wall2-1 1 Both - - 2489 -1.0 - 242 - - 10668 - Seg. 1 -Both 56.6 - 1018 -1.0 - 242 -242 4364 0.23 Seg. 2 -Both 56.6 - 255 -1.0 - 242 -242 1091 0.23 Seg. 3 -Both 56.6 - 368 -1.0 - 242 -242 1576 0.23 Seg. 4 -Both 56.6 - 848 -1.0 - 242 -242 3637 0.23 Level 1 Ln2,Lev1 -Both - - 3938 - - - 242 - - 4607 - Wall2-2 1 Both - - 3938 -1.0 - 242 - - 4607 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 207.3 - 2332 -1.0 - 242 -242 2728 0.85 Seg. 3 -Both 207.3 - 1192 -1.0 - 242 -242 1394 0.85 Seg. 4 -Both 138.2 - 415 -.67 - 162 -162 485 0.85 Line 6 Level 2 Ln6,Lev2 -Both - - 2428 - - - 242 - - 5308 - Wall6-1 1 Both - - 2428 -1.0 - 242 - - 5308 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 90.1 - 293 -.81 - 197 -197 640 0.46 Seg. 3 -Both 110.9 - 2135 -1.0 - 242 -242 4667 0.46 Level 1 Ln6,Lev1 -Both - - 3569 - - - 242 - - 4728 - Wall6-2 1 Both 183.0 - 3569 -1.0 - 242 -242 4728 0.75 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 - - 1275 - - - 242 - - 3273 - WallA-1 1 Both - - 425 -1.0 - 242 - - 1091 - Seg. 1 -Both 94.5 - 425 -1.0 - 242 -242 1091 0.39 Seg. 2 -Both 0.0 - 0 -1.0 - 242 -242 - - WallA-2 1 Both - - 850 -1.0 - 242 - - 2182 - Seg. 1 -Both 94.5 - 850 -1.0 - 242 -242 2182 0.39 Seg. 2 -Both 0.0 - 0 -1.0 - 242 -242 - - Line B Level 2 LnB,Lev2 -Both - - 869 - - - 242 - - 4486 - WallB-1 1 Both - - 376 -1.0 - 242 - - 1940 - Seg. 1 -Both 47.0 - 188 -1.0 - 242 -242 970 0.19 Seg. 2 -Both 47.0 - 188 -1.0 - 242 -242 970 0.19 WallB-2 1 Both - - 493 -1.0 - 242 - - 2546 - Seg. 1 -Both 109.6 26.1 219 -1.0 - 242 -242 485 0.45 Open. 1 -Both -62.6 376 - - - 242 -242 1455 0.26 Seg. 2 -Both 109.6 26.1 274 -1.0 - 242 -242 606 0.45 Line E LnE,Lev2 -Both - - 2133 - - - 242 - - 2485 - WallE-1 1 Both 208.1 - 2133 -1.0 - 242 -242 2485 0.86 Level 1 LnE,Lev1 -Both - - 3532 - - - 242 - - 4923 - WallE-1 1 Both - - 966 -1.0 - 242 - - 1347 - Seg. 1 -Both 154.6 - 618 -.89 - 216 -216 862 0.72 Seg. 2 -Both 116.0 - 348 -.67 - 162 -162 485 0.72 WallE-2 1 Both 174.0 - 1783 -1.0 - 242 -242 2485 0.72 WallE-3 1 Both 174.0 - 783 -1.0 - 242 -242 1091 0.72 Line F LnF,Lev1 -Both - - 745 - - - 242 - - 1542 - WallF-1 1 Both - - 745 -1.0 - 242 - - 1542 - Seg. 1 -Both 84.6 - 275 -.72 - 175 -175 569 0.48 Seg. 2 -Both 110.7 - 470 -.94 - 229 -229 973 0.48 Line G Level 2 LnG,Lev2 -Both - - 1915 - - - 242 - - 4258 - WallG-1 1 Both - - 1915 - 1.0 - 242 - - 4258 - 22 Page 80 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 SHEARRESULTS(flexibleseismicdesign,continued) Seg. 1 -Both 109.0 - 1117 - 1.0 - 242 - 242 2485 0.45 Seg. 2 -Both 109.0 - 463 -1.0 - 242 -242 1030 0.45 Seg. 3 -Both 95.4 - 334 -.88 - 212 -212 743 0.45 Level 1 LnG,Lev1 -Both - - 2153 - - - 455 - - 2477 - WallG-1 2^Both - - 2153 -1.0 - 455 - - 2477 - Seg. 1 -Both 307.6 - 1077 -.78 - 354 -354 1239 0.87 Seg. 2 -Both 307.6 - 1077 -.78 - 354 -354 1239 0.87 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 FTAOwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factoredshear force.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwallsissum bi / FHS from4.3.5.6with bi defined in 4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshown isAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityof interiorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,also include unblocked factorCubandaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."W" indicates that thewind designcriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 23 Page 81 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 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 -10.00 2.13 91 91 LIMIT w/o 1500 0.06 1-1 R End -10.00 21.88 91 91 LIMIT w/o 1500 0.06 Line 2 V Elem 0.00 5.13 459 459 Refer to upper level V Elem 0.00 22.88 183 183 Refer to upper level 2-2 R Op 1 0.00 28.13 2111 2111 STHD14 (8" S 3815 0.55 V Elem 0.00 29.38 479 479 Refer to upper level V Elem 0.00 31.63 471 471 Refer to upper level V Elem 0.00 37.88 471 471 Refer to upper level 2-2 L Op 2 0.00 39.13 1888 1888 STHD14 (8" S 3815 0.49 2-2 R Op 2 0.00 42.38 2391 2391 STHD14 (8" S 3815 0.63 2-2 L Op 3 0.00 47.88 1950 1950 STHD14 (8" S 3815 0.51 2-2 R Op 3 0.00 54.13 1357 1357 LIMIT w/o 1500 0.90 2-2 R End 0.00 56.88 1817 1817 STHD14 (8" S 3815 0.48 Line 6 6-2 L End 30.00 30.63 2914 2914 STHD14 (8" S 3815 0.76 V Elem 30.00 33.63 1245 1245 Refer to upper level V Elem 30.00 37.88 1250 1250 Refer to upper level 6-2 R End 30.00 49.88 1669 1669 STHD14 (8" S 3815 0.44 V Elem 30.00 56.88 1250 1250 Refer to upper level Line A A-1 L End -9.87 2.00 900 900 LIMIT w/o 1500 0.60 A-1 L Op 1 -5.62 2.00 900 900 LIMIT w/o 1500 0.60 A-2 L End 0.12 0.00 875 875 LIMIT w/o 1500 0.58 A-2 L Op 1 8.88 0.00 875 875 LIMIT w/o 1500 0.58 Line B V Elem 0.12 5.00 468 468 Refer to upper level V Elem 3.88 5.00 468 468 Refer to upper level V Elem 10.13 5.00 468 468 Refer to upper level V Elem 13.88 5.00 468 468 Refer to upper level V Elem 14.13 7.50 555 555 Refer to upper level V Elem 24.38 7.50 555 555 Refer to upper level Line E E-1 L End -9.87 22.00 1484 1484 STHD14 (8" S 3815 0.39 E-1 L Op 1 -6.12 22.00 1484 1484 STHD14 (8" S 3815 0.39 E-1 R Op 1 -2.87 22.00 1139 1139 STHD14 (8" S 3815 0.30 E-1 R End -0.12 22.00 1139 1139 STHD14 (8" S 3815 0.30 E-2 L End 0.63 20.00 3311 3311 HDQ8-SDS 7020 0.47 E-2 R End 10.63 20.00 3311 3311 HDQ8-SDS 7020 0.47 E-3 L End 14.13 22.00 1658 1658 STHD14 (8" S 5285 0.31 E-3 R End 18.38 22.00 1658 1658 STHD14 (8" S 5285 0.31 Line F F-1 L End 14.63 50.00 825 825 STHD14 (8" S 3815 0.22 F-1 L Op 1 17.63 50.00 825 825 STHD14 (8" S 3815 0.22 F-1 R Op 1 25.88 50.00 1058 1058 STHD14 (8" S 3815 0.28 F-1 R End 29.88 50.00 1058 1058 STHD14 (8" S 3815 0.28 Line G G-1 L End 0.12 57.00 4261 4261 HDU5 (4x6)5645 0.75 G-1 L Op 1 3.38 57.00 3130 3130 STHD14 (8" S 5285 0.59 G-1 R Op 1 11.13 57.00 1850 1850 STHD14 (8" S 5285 0.35 G-1 R End 14.38 57.00 2981 2981 STHD14 (8" S 5285 0.56 V Elem 18.38 57.00 1561 1561 Refer to upper level V Elem 26.63 57.00 822 822 Refer to upper level V Elem 29.88 57.00 822 822 Refer to upper level Level 2 TensileHold-down Line-Location[ft]orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 2 2-1 L End 0.00 5.13 459 459 LIMIT w/o 1500 0.31 2-1 L Op 1 0.00 22.88 459 459 LIMIT w/o 1500 0.31 2-1 R Op 1 0.00 25.13 479 479 LIMIT w/o 1500 0.32 2-1 L Op 2 0.00 29.38 479 479 LIMIT w/o 1500 0.32 2-1 R Op 2 0.00 31.63 471 471 LIMIT w/o 1500 0.31 2-1 L Op 3 0.00 37.88 471 471 LIMIT w/o 1500 0.31 2-1 R Op 3 0.00 42.13 460 460 LIMIT w/o 1500 0.31 2-1 R End 0.00 56.88 460 460 LIMIT w/o 1500 0.31 Line 6 6-1 R Op 1 30.00 30.63 1245 1245 LIMIT w/o 1500 0.83 24 Page 82 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) 6-1 L Op 2 30.00 33.63 1245 1245 LIMIT w/o 1500 0.83 6-1 R Op 2 30.00 37.88 1250 1250 LIMIT w/o 1500 0.83 6-1 R End 30.00 56.88 1250 1250 LIMIT w/o 1500 0.83 Line B B-1 L End 0.12 5.00 468 468 LIMIT w/o 1500 0.31 B-1 L Op 1 3.88 5.00 468 468 LIMIT w/o 1500 0.31 B-1 R Op 1 10.13 5.00 468 468 LIMIT w/o 1500 0.31 B-1 R End 13.88 5.00 468 468 LIMIT w/o 1500 0.31 B-2 L End 14.13 7.50 555 555 LIMIT w/o 1500 0.37 B-2 R End 24.38 7.50 555 555 LIMIT w/o 1500 0.37 Line E E-1 L End 0.63 20.00 1706 1706 MST48 3425 0.50 E-1 R End 10.63 20.00 1706 1706 MST48 3425 0.50 Line G G-1 L End 0.12 57.00 1280 1280 MST48 3425 0.37 G-1 L Op 1 10.13 57.00 1280 1280 MSTC66B3 3817 0.34 G-1 R Op 1 14.38 57.00 1561 1561 MST48 3425 0.46 G-1 L Op 2 18.38 57.00 1561 1561 MSTC66B3 3817 0.41 G-1 R Op 2 26.63 57.00 822 822 LIMIT w/o 1500 0.55 G-1 R End 29.88 57.00 822 822 LIMIT w/o 1500 0.55 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: HDQ8-SDS3forstudswith thickness > 0'-4.5"anddepth > 0'-3.5" : Uses201/4"x3"SDSheavy-dutyscrews;7/8"anchorbolt. CombinedforcefromASCE72.4.1 loadcombination10 = -(0.6D-0.7Ev+0.7Eh);Eh(from12.4.2.1) = -shearoverturningforce Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 25 Page 83 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 2 Shearline force 7039 7039 2-2 Right Opening 1 0.00 28.00 -3458 3458 2-2 Left Opening 2 0.00 39.25 -679 679 2-2 Right Opening 2 0.00 42.25 -1050 1050 2-2 Left Opening 3 0.00 48.00 370 -370 2-2 Right Opening 3 0.00 54.00 -370 370 Line 6 Shearline force 6129 6129 6-2 Left Wall End 30.00 30.50 -2452 2452 Line A Shearline force 2993 2993 A-1 Left Opening 1 -5.50 2.00 533 -533 A-2 Left Wall End 0.00 0.00 -34 34 A-2 Left Opening 1 9.00 0.00 1032-1032 Line E Shearline force 5228 5228 E-1 Left Opening 1 -6.00 22.00 393 -393 E-1 Right Opening 1 -3.00 22.00 1 -1 E-1 Right Wall End 0.00 22.00 123 -123 E-2 Left Wall End 0.50 20.00 58 -58 E-2 Right Wall End 10.75 20.00 1357-1357 E-3 Left Wall End 14.00 22.00 933 -933 E-3 Right Wall End 18.50 22.00 1503-1503 Line F Shearline force 1617 1617 F-1 Left Wall End 14.50 50.00 -781 781 F-1 Left Opening 1 17.75 50.00 -360 360 F-1 Right Opening 1 25.75 50.00 -791 791 Line G Shearline force 2432 2432 G-1 Left Opening 1 3.50 57.00 629 -629 G-1 Right Opening 1 11.00 57.00 -629 629 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 2 Shearline force 3063 3063 2-1 Left Opening 1 0.00 23.00 193 -193 2-1 Right Opening 1 0.00 25.00 75 -75 2-1 Left Opening 2 0.00 29.50 123 -123 2-1 Right Opening 2 0.00 31.50 5 -5 2-1 Left Opening 3 0.00 38.00 75 -75 2-1 Right Opening 3 0.00 42.00 -161 161 Line 6 Shearline force 2989 2989 6-1 Right Opening 1 30.00 30.50 -984 984 6-1 Left Opening 2 30.00 33.75 -869 869 6-1 Right Opening 2 30.00 37.75 -1172 1172 Line B Shearline force 1070 1070 B-1 Left Opening 1 4.00 5.00 57 -57 B-1 Right Opening 1 10.00 5.00 -205 205 B-2 Left Opening 1 16.00 7.50 -172 172 B-2 Right Opening 1 22.00 7.50 29 -29 B-2 Left Opening 1 16.00 7.50 167 167 B-2 Right Opening 1 22.00 7.50 209 209 Line E Shearline force 2626 2626 E-1 Left Wall End 0.50 20.00 -44 44 E-1 Right Wall End 10.75 20.00 1685-1685 Line G Shearline force 2357 2357 G-1 Left Opening 1 10.25 57.00 570 -570 G-1 Right Opening 1 14.25 57.00 256 -256 G-1 Left Opening 2 18.50 57.00 492 -492 G-1 Right Opening 2 26.50 57.00 -136 136 26 Page 84 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(A)(3-CAR).wswu Oct. 29, 2024 12:29:55 Legend: Line-Wall-Shearline and wallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView DragstrutForce-Axial force in transferelement at openings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline forceshown.ForSDCC-F, it is thegreaterof thedesignshearline forceand thediaphragm forceFpx,added toshearline force fromstoryaboveand to forces transferred fromdiscontinuousshearlines factoredbyoverstrength(omega)asper12.10.1.1. Refer toSeismic Information table fordiaphragm forcesandomega factor. ForSDCD-F, if horizontal torsional irregularities2,3,or4are input,orvertical irregularity4detectedor input,25% increase from12.3.3.4applied. Forperforatedwalls, this force isconverted tovmaxusing 4.3.6.4.1.1. Strap/BlockingForce–ForFTAOwalls,force transferred fromaboveandbelowopening toshearwallpier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 27 Page 85 of 144 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct.29,202412:58:22 -20'-15'-10'-5'0'5'10'15'20'25'30'35'40'45' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' G-1 A-2 C-1 D-1 F-1 E-2 E-3 A-1 E-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 86 of 144 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct.29,202412:58:22 -10'-5'0'5'10'15'20'25'30'35'40'45' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' G-1 B-1 B-2 D-1 E-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 87 of 144 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct.29,202412:58:34 Project Information DESIGNSETTINGS DesignCode IBC 2021/AWC SDPWS 2021 WindStandard ASCE 7-16 Directional (All heights) SeismicStandard ASCE 7-16 LoadCombinations ForDesignandMWFRSDeflection 0.7 Seismic 0.6 Basic wind ForDeflection(Wind:Serviceability) 1.0 Seismic 1.0 MRI wind BuildingCodeCapacityModification Wind Seismic 1.00 1.00 ServiceConditionsandLoadDuration Duration Factor - Temperature Range - MoistureContent Fabrication Service - - MaxShearwallOffset[ft] Plan (withinstory) 4.00 Elevation (betweenstories) 2.06 MaximumHeight-to-widthRatio Woodpanels Blocked Unblocked Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 2.0 - - - - - Ignoreshearresistancecontributionof... Wallsegments Seismic Don't ignore Any gypsum, lumber,fiberboard Forcesbasedon... Hold-downs Applied loads Dragstruts Applied loads Shearwallrelativerigidity:Wall capacity Non-identical materialsandconstructionontheshearline:Notallowed DeflectionEquation:Nodeflection analysis Drift limitforwinddesign:1 /500 story height FTAOstrap:Continuous at top of highestopening and bottom of lowest Dead load inchordforceforoverturningdesign Tensionend Compressionend Whencompletelycounteractsoverturning Wall length / 2 Wall length / 2 Wall length / 2 SITE INFORMATION RiskCategory Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure DesignWindSpeed 110mph Exposure Exposure B Enclosure Partially enclosed StructureType Regular BuildingSystem Bearing Wall DesignCategory D SiteClass D Topographic Information[ft] Shape - Height - Length - SiteLocation: - Elev: 0ft Rigid building - Static analysis SpectralResponseAcceleration S1:0.500g Ss:1.510g FundamentalPeriod E-W N-S TUsed 0.214s 0.214s ApproximateTa 0.214s 0.214s Maximum T 0.299s 0.299s 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 88 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 20.02 0.0 Level2 12.02 1'-6.0 8.00 Level1 1.52 9.3 9.00 Foundation 0.75 BLOCKandROOF INFORMATION Block RoofPanels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story E-W Ridge LocationX,Y =0.00 17.50 North Side 27.0 1.00 ExtentX,Y =30.00 39.50 South Side 27.0 1.00 RidgeYLocation,Offset 37.25 0.00 East Gable 90.0 1.00 RidgeElevation,Height 30.08 10.06 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =0.00 7.50 North Joined 153.0 1.00 ExtentX,Y =24.50 10.00 South Gable 90.0 1.00 RidgeXLocation,Offset 12.25 0.00 East Side 34.0 1.00 RidgeElevation,Height 28.28 8.26 West Side 34.0 1.00 Block 3 2 Story N-S Ridge LocationX,Y =0.00 5.00 North Joined 90.0 1.00 ExtentX,Y =14.00 2.50 South Gable 90.0 1.00 RidgeXLocation,Offset 7.00 0.00 East Side 34.0 1.00 RidgeElevation,Height 24.74 4.72 West Side 34.0 1.00 2 Page 89 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in lbs/in in in 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 6 12 Y 1,3 2 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 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 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 90 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 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 1 Line 1 Seg 1 -10.00 2.00 22.00 20.00 19.75 -9.00 -- Wall 1-1 Seg 1 -10.00 2.00 22.00 20.00 19.75 0.45 - 22 Line 2 Level 2 Line 2 1 0.00 5.00 57.00 52.00 44.00 -8.00 -- Wall 2-1 Seg 1 0.00 5.00 57.00 52.00 44.00 -- 22 Segment 1 --5.00 23.00 18.00 17.75 0.44 - 22 Opening 1 --23.00 25.00 2.00 --5.00 22 Segment 2 --25.00 29.50 4.50 4.25 1.78 - 22 Opening 2 --29.50 31.50 2.00 --5.00 22 Segment 3 --31.50 38.00 6.50 6.25 1.23 - 22 Opening 3 --38.00 42.00 4.00 --5.00 22 Segment 4 --42.00 57.00 15.00 14.75 0.53 - 22 Level 1 Line 2 1 0.00 0.00 57.00 57.00 20.00 -9.00 -- Wall 2-1 Seg 0.00 0.00 2.00 2.00 0.00 4.50 - 22 Wall 2-2 Seg 1 0.00 22.00 57.00 35.00 20.00 -- 22 Segment 1 --22.00 23.00 1.00 -9.00 - 22 Opening 1 --23.00 28.00 5.00 --5.00 22 Segment 2 --28.00 39.25 11.25 11.00 0.80 - 22 Opening 2 --39.25 42.25 3.00 --5.00 22 Segment 3 --42.25 48.00 5.75 5.50 1.57 - 22 Opening 3 --48.00 54.00 6.00 --5.00 22 Segment 4 --54.00 57.00 3.00 2.75 3.00 - 22 Line 3 Level 2 Line 3 NSW 14.00 5.00 57.00 52.00 0.00 -8.00 -- Wall 3-1 NSW 14.00 5.00 7.50 2.50 0.00 1.00 - 22 Level 1 Line 3 NSW 14.00 5.00 57.00 52.00 0.00 -9.00 -- Wall 3-1 NSW 14.50 50.00 57.00 7.00 0.00 1.00 - 22 Line 4 Level 1 Line 4 NSW 19.00 0.00 9.50 9.50 0.00 -9.00 -- Wall 4-1 NSW 19.00 0.00 9.50 9.50 0.00 1.00 - 22 Line 5 Level 2 Line 5 NSW 24.50 7.50 17.50 10.00 0.00 -8.00 -- Wall 5-1 NSW 24.50 7.50 17.50 10.00 0.00 1.00 - 22 Level 1 Line 5 NSW 24.50 7.50 17.50 10.00 0.00 -9.00 -- Wall 5-1 NSW 24.50 9.50 17.50 8.00 0.00 1.00 - 22 Line 6 Level 2 Line 6 1 30.00 17.50 57.00 39.50 22.50 -8.00 -- Wall 6-1 Seg 1 30.00 17.50 57.00 39.50 22.50 -- 22 Segment 1 --17.50 18.50 1.00 -8.00 - 22 Opening 1 --18.50 30.50 12.00 --5.00 22 Segment 2 --30.50 33.75 3.25 3.00 2.46 - 22 Opening 2 --33.75 37.75 4.00 --5.00 22 Segment 3 --37.75 57.00 19.25 19.00 0.42 - 22 Level 1 Line 6 1 30.00 17.50 50.00 32.50 19.25 -9.00 -- Wall 6-1 NSW 30.00 17.50 30.50 13.00 0.00 1.00 - 22 Wall 6-2 Seg 1 30.00 30.50 50.00 19.50 19.25 0.46 - 22 East-west Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft]W E Line A Level 1 Line A 1 0.69 -10.00 19.00 29.00 13.50 -9.00 -- Wall A-1 Seg 1 2.00 -10.00 0.00 10.00 4.50 -- 22 Segment 1 ---10.00 -5.50 4.50 4.25 2.00 - 22 Opening 1 ---5.50 -0.50 5.00 --4.00 22 Segment 2 ---0.50 0.00 0.50 -18.00 - 22 Wall A-2 Seg 1 0.00 0.00 19.00 19.00 9.00 -- 22 Segment 1 --0.00 9.00 9.00 8.75 1.00 - 22 Opening 1 --9.00 17.00 8.00 --5.00 2 2 4 Page 91 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Segment 2 --17.00 19.00 2.00 -4.50 -2 2 Line B Level 2 Line B 1 6.07 0.00 24.50 24.50 14.50 -8.00 -- Wall B-1 Seg 1 5.00 0.00 14.00 14.00 8.00 -- 22 Segment 1 --0.00 4.00 4.00 3.75 2.00 - 22 Opening 1 --4.00 10.00 6.00 --5.00 22 Segment 2 --10.00 14.00 4.00 3.75 2.00 - 22 Wall B-2 Seg 1 7.50 14.00 24.50 10.50 6.50 -- 22 Segment 1 --14.00 17.00 3.00 2.75 2.67 - 22 Opening 1 --17.00 21.00 4.00 --4.00 22 Segment 2 --21.00 24.50 3.50 3.25 2.29 - 22 Line C Level 1 Line C NSW 9.50 19.00 24.50 5.50 0.00 -9.00 -- Wall C-1 NSW 9.50 19.00 24.50 5.50 0.00 1.00 - 22 Line D Level 2 Line D NSW 17.50 24.50 30.00 5.50 0.00 -8.00 -- Wall D-1 NSW 17.50 24.50 30.00 5.50 0.00 1.00 - 22 Level 1 Line D NSW 17.50 24.50 30.00 5.50 0.00 -9.00 -- Wall D-1 NSW 17.50 24.50 30.00 5.50 0.00 1.00 - 22 Line E Level 2 Line E Seg 1 20.00 0.00 30.00 30.00 10.00 -8.00 -- Wall E-1 Seg 1 20.00 0.50 10.75 10.25 10.00 0.78 - 22 Level 1 Line E 1 21.17 -10.00 30.00 40.00 21.75 -9.00 -- Wall E-1 Seg 1 22.00 -10.00 0.00 10.00 7.00 -- 22 Segment 1 ---10.00 -6.00 4.00 3.75 2.25 - 22 Opening 1 ---6.00 -3.00 3.00 --4.00 22 Segment 2 ---3.00 0.00 3.00 2.75 3.00 - 22 Wall E-2 Seg 1 20.00 0.50 10.75 10.25 10.00 0.88 - 33 Wall E-3 Seg 1 22.00 14.00 18.50 4.50 4.25 2.00 - 22 Line F Level 1 Line F 1 50.00 0.00 30.00 30.00 7.50 -9.00 -- Wall F-1 Seg 1 50.00 14.50 30.00 15.50 7.50 -- 22 Segment 1 --14.50 17.75 3.25 3.00 2.77 - 22 Opening 1 --17.75 25.75 8.00 --5.00 22 Segment 2 --25.75 30.00 4.25 4.00 2.12 - 22 Line G Level 2 Line G 1 57.00 0.00 30.00 30.00 18.00 -8.00 -- Wall G-1 Seg 1 57.00 0.00 30.00 30.00 18.00 -- 22 Segment 1 --0.00 10.25 10.25 10.00 0.78 - 22 Opening 1 --10.25 14.25 4.00 --5.00 22 Segment 2 --14.25 18.50 4.25 4.00 1.88 - 22 Opening 2 --18.50 26.50 8.00 --5.00 22 Segment 3 --26.50 30.00 3.50 3.25 2.29 - 22 Level 1 Line G 2 57.00 0.00 14.50 14.50 7.00 -9.00 -- Wall G-1 Seg 2 57.00 0.00 14.50 14.50 7.00 -- 22 Segment 1 --0.00 3.50 3.50 3.25 2.57 - 22 Opening 1 --3.50 11.00 7.50 --5.00 22 Segment 2 --11.00 14.50 3.50 3.25 2.57 - 22 Legend: Type–Seg:Segmented,Prf:Perforated,FT:FTAO(force transferaroundopenings),NSW:Non-shearwall,NW:Non-wood/Proprietary,ND:Not designed Location–Position in structureperpendicular towall Length–Shear line:Distancebetweenexteriorperpendicularwallsdefining theshear lineextent Wall,segment,oropening:End-to-end lengthof theelement FHS–Dependingonelement,showsdifferentdefinitionsof full-heightsheathing length(FHS): 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. 5 Page 92 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 If twowallgroupnumbers listed, theyare forrigid diaphragmand flexible diaphragmdesign. 6 Page 93 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 Loads WINDSHEARLOADS(asenteredorgenerated) Level 2 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall 1 W->EWind Line 5.00 57.00 43.4 Block 1 WWall MinW->EWind Line 5.00 57.00 32.0 Block 1 WL Gable MinW->EWind Line 17.50 37.25 0.0 80.5 Block 1 WL Gable 1 W->EWind Line 17.50 37.25 0.0 117.4 Block 1 WR Gable MinW->EWind Line 37.25 57.00 80.5 0.0 Block 1 WR Gable 1 W->EWind Line 37.25 57.00 117.4 0.0 Block 1 EWall 1 W->E Lee Line 5.00 7.50 29.8 Block 1 EWall MinW->E Lee Line 5.00 7.50 32.0 Block 1 EWall 1 W->E Lee Line 7.50 17.50 29.8 Block 1 EWall MinW->E Lee Line 7.50 17.50 32.0 Block 1 EWall 1 W->E Lee Line 17.50 57.00 29.8 Block 1 EWall MinW->E Lee Line 17.50 57.00 32.0 Block 1 EL Gable MinW->E Lee Line 17.50 37.25 0.0 80.5 Block 1 EL Gable 1 W->E Lee Line 17.50 37.25 0.0 74.9 Block 1 ER Gable MinW->E Lee Line 37.25 57.00 80.5 0.0 Block 1 ER Gable 1 W->E Lee Line 37.25 57.00 74.9 0.0 Block 1 WWall MinE->W Lee Line 5.00 57.00 32.0 Block 1 WWall 1 E->W Lee Line 5.00 57.00 29.8 Block 1 WL Gable 1 E->W Lee Line 17.50 37.25 0.0 74.9 Block 1 WL Gable MinE->W Lee Line 17.50 37.25 0.0 80.5 Block 1 WR Gable MinE->W Lee Line 37.25 57.00 80.5 0.0 Block 1 WR Gable 1 E->W Lee Line 37.25 57.00 74.9 0.0 Block 1 EWall MinE->WWind Line 5.00 7.50 32.0 Block 1 EWall 1 E->WWind Line 5.00 7.50 43.4 Block 1 EWall 1 E->WWind Line 7.50 17.50 43.4 Block 1 EWall MinE->WWind Line 7.50 17.50 32.0 Block 1 EWall 1 E->WWind Line 17.50 57.00 43.4 Block 1 EL Gable MinE->WWind Line 17.50 37.25 0.0 80.5 Block 1 EWall MinE->WWind Line 17.50 57.00 32.0 Block 1 EL Gable 1 E->WWind Line 17.50 37.25 0.0 117.4 Block 1 ER Gable MinE->WWind Line 37.25 57.00 80.5 0.0 Block 1 ER Gable 1 E->WWind Line 37.25 57.00 117.4 0.0 Block 1 SRoof MinS->NWind Line -1.00 31.00 42.3 Block 1 SRoof 1 S->NWind Line -1.00 31.00 26.4 Block 1 SWall MinS->NWind Line 0.00 14.00 32.0 Block 1 SWall 1 S->NWind Line 0.00 14.00 43.4 Block 1 SWall MinS->NWind Line 14.00 24.50 32.0 Block 1 SWall 1 S->NWind Line 14.00 24.50 43.4 Block 1 SWall MinS->NWind Line 24.50 30.00 32.0 Block 1 SWall 1 S->NWind Line 24.50 30.00 43.4 Block 1 NRoof 1 S->N Lee Line -1.00 31.00 94.5 Block 1 NRoof MinS->N Lee Line -1.00 31.00 42.3 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NWall 1 S->N Lee Line 0.00 30.00 26.0 Block 1 SRoof MinN->S Lee Line -1.00 31.00 42.3 Block 1 SRoof 1 N->S Lee Line -1.00 31.00 94.5 Block 1 SWall 1 N->S Lee Line 0.00 14.00 26.0 Block 1 SWall MinN->S Lee Line 0.00 14.00 32.0 Block 1 SWall 1 N->S Lee Line 14.00 24.50 26.0 Block 1 SWall MinN->S Lee Line 14.00 24.50 32.0 Block 1 SWall MinN->S Lee Line 24.50 30.00 32.0 Block 1 SWall 1 N->S Lee Line 24.50 30.00 26.0 Block 1 NRoof 1 N->SWind Line -1.00 31.00 26.4 Block 1 NRoof MinN->SWind Line -1.00 31.00 42.3 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 30.00 43.4 Block 2 WCtr Roof 1 W->EWind Line 6.50 16.18 26.6 Block 2 WCtr Roof MinW->EWind Line 6.50 16.18 35.7 Block 2 WR Roof 1 W->EWind Line 16.18 33.72 26.6 0.0 Block 2 WR Roof MinW->EWind Line 16.18 33.72 35.7 0.0 Block 2 ECtr Roof MinW->E Lee Line 6.50 16.18 35.7 Block 2 ECtr Roof 1 W->E Lee Line 6.50 16.18 79.0 Block 2 ER Roof 1 W->E Lee Line 16.18 33.72 79.0 0.0 Block 2 ER Roof MinW->E Lee Line 16.18 33.72 35.7 0.0 Block 2 WCtr Roof 1 E->W Lee Line 6.50 16.18 79.0 Block 2 WCtr Roof MinE->W Lee Line 6.50 16.18 35.7 Block 2 WR Roof MinE->W Lee Line 16.18 33.72 35.7 0.0 Block 2 W R Roof 1 E->W Lee Line 16.18 33.72 79.0 0.0 7 Page 94 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 E Ctr Roof Min E->W Wind Line 6.50 16.18 35.7 Block 2 ECtr Roof 1 E->WWind Line 6.50 16.18 26.6 Block 2 ER Roof 1 E->WWind Line 16.18 33.72 26.6 0.0 Block 2 ER Roof MinE->WWind Line 16.18 33.72 35.7 0.0 Block 2 SL Gable MinS->NWind Line 0.00 12.25 0.0 66.1 Block 2 SL Gable 1 S->NWind Line 0.00 12.25 0.0 95.7 Block 2 SR Gable MinS->NWind Line 12.25 24.50 66.1 0.0 Block 2 SR Gable 1 S->NWind Line 12.25 24.50 95.7 0.0 Block 2 SL Gable MinN->S Lee Line 0.00 12.25 0.0 66.1 Block 2 SL Gable 1 N->S Lee Line 0.00 12.25 0.0 60.9 Block 2 SR Gable 1 N->S Lee Line 12.25 24.50 60.9 0.0 Block 2 SR Gable MinN->S Lee Line 12.25 24.50 66.1 0.0 Block 3 WRoof 1 W->EWind Line 4.00 7.50 15.6 Block 3 WRoof MinW->EWind Line 4.00 7.50 21.6 Block 3 ERoof MinW->E Lee Line 4.00 7.50 21.6 Block 3 ERoof 1 W->E Lee Line 4.00 7.50 46.7 Block 3 WRoof MinE->W Lee Line 4.00 7.50 21.6 Block 3 WRoof 1 E->W Lee Line 4.00 7.50 46.7 Block 3 ERoof 1 E->WWind Line 4.00 7.50 15.6 Block 3 ERoof MinE->WWind Line 4.00 7.50 21.6 Block 3 SL Gable MinS->NWind Line 0.00 7.00 0.0 37.8 Block 3 SL Gable 1 S->NWind Line 0.00 7.00 0.0 53.9 Block 3 SR Gable 1 S->NWind Line 7.00 14.00 53.9 0.0 Block 3 SR Gable MinS->NWind Line 7.00 14.00 37.8 0.0 Block 3 SL Gable MinN->S Lee Line 0.00 7.00 0.0 37.8 Block 3 SL Gable 1 N->S Lee Line 0.00 7.00 0.0 34.0 Block 3 SR Gable 1 N->S Lee Line 7.00 14.00 34.0 0.0 Block 3 SR Gable MinN->S Lee Line 7.00 14.00 37.8 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 2.00 61.7 Block 1 WWall MinW->EWind Line 0.00 2.00 48.0 Block 1 WWall MinW->EWind Line 2.00 22.00 48.0 Block 1 WWall 1 W->EWind Line 2.00 22.00 61.7 Block 1 WWall 1 W->EWind Line 5.00 57.00 41.3 Block 1 WWall MinW->EWind Line 5.00 57.00 32.0 Block 1 WWall MinW->EWind Line 22.00 57.00 48.0 Block 1 WWall 1 W->EWind Line 22.00 57.00 61.7 Block 1 EWall 1 W->E Lee Line 0.00 9.50 44.7 Block 1 EWall MinW->E Lee Line 0.00 9.50 48.0 Block 1 EWall MinW->E Lee Line 5.00 7.50 32.0 Block 1 EWall 1 W->E Lee Line 5.00 7.50 29.8 Block 1 EWall 1 W->E Lee Line 7.50 17.50 29.8 Block 1 EWall MinW->E Lee Line 7.50 17.50 32.0 Block 1 EWall 1 W->E Lee Line 9.50 17.50 44.7 Block 1 EWall MinW->E Lee Line 9.50 17.50 48.0 Block 1 EWall MinW->E Lee Line 17.50 50.00 48.0 Block 1 EWall MinW->E Lee Line 17.50 57.00 32.0 Block 1 EWall 1 W->E Lee Line 17.50 50.00 44.7 Block 1 EWall 1 W->E Lee Line 17.50 57.00 29.8 Block 1 EWall MinW->E Lee Line 50.00 57.00 48.0 Block 1 EWall 1 W->E Lee Line 50.00 57.00 44.7 Block 1 WWall MinE->W Lee Line 0.00 2.00 48.0 Block 1 WWall 1 E->W Lee Line 0.00 2.00 44.7 Block 1 WWall MinE->W Lee Line 2.00 22.00 48.0 Block 1 WWall 1 E->W Lee Line 2.00 22.00 44.7 Block 1 WWall 1 E->W Lee Line 5.00 57.00 29.8 Block 1 WWall MinE->W Lee Line 5.00 57.00 32.0 Block 1 WWall MinE->W Lee Line 22.00 57.00 48.0 Block 1 WWall 1 E->W Lee Line 22.00 57.00 44.7 Block 1 EWall MinE->WWind Line 0.00 9.50 48.0 Block 1 EWall 1 E->WWind Line 0.00 9.50 61.7 Block 1 EWall 1 E->WWind Line 5.00 7.50 41.3 Block 1 EWall MinE->WWind Line 5.00 7.50 32.0 Block 1 EWall 1 E->WWind Line 7.50 17.50 41.3 Block 1 EWall MinE->WWind Line 7.50 17.50 32.0 Block 1 EWall 1 E->WWind Line 9.50 17.50 61.7 Block 1 EWall MinE->WWind Line 9.50 17.50 48.0 Block 1 EWall 1 E->WWind Line 17.50 57.00 41.3 Block 1 E Wall 1 E->W Wind Line 17.50 50.00 61.7 8 Page 95 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 E Wall Min E->W Wind Line 17.50 57.00 32.0 Block 1 EWall MinE->WWind Line 17.50 50.00 48.0 Block 1 EWall MinE->WWind Line 50.00 57.00 48.0 Block 1 EWall 1 E->WWind Line 50.00 57.00 61.7 Block 1 SWall MinS->NWind Line -10.00 0.00 48.0 Block 1 SWall 1 S->NWind Line -10.00 0.00 61.7 Block 1 SWall MinS->NWind Line 0.00 19.00 48.0 Block 1 SWall 1 S->NWind Line 0.00 14.00 41.3 Block 1 SWall MinS->NWind Line 0.00 14.00 32.0 Block 1 SWall 1 S->NWind Line 0.00 19.00 61.7 Block 1 SWall 1 S->NWind Line 14.00 24.50 41.3 Block 1 SWall MinS->NWind Line 14.00 24.50 32.0 Block 1 SWall MinS->NWind Line 19.00 24.50 48.0 Block 1 SWall 1 S->NWind Line 19.00 24.50 61.7 Block 1 SWall 1 S->NWind Line 24.50 30.00 41.3 Block 1 SWall MinS->NWind Line 24.50 30.00 32.0 Block 1 SWall MinS->NWind Line 24.50 30.00 48.0 Block 1 SWall 1 S->NWind Line 24.50 30.00 61.7 Block 1 NWall 1 S->N Lee Line -10.00 0.00 39.0 Block 1 NWall MinS->N Lee Line -10.00 0.00 48.0 Block 1 NWall 1 S->N Lee Line 0.00 30.00 26.0 Block 1 NWall 1 S->N Lee Line 0.00 14.50 39.0 Block 1 NWall MinS->N Lee Line 0.00 14.50 48.0 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NWall 1 S->N Lee Line 14.50 30.00 39.0 Block 1 NWall MinS->N Lee Line 14.50 30.00 48.0 Block 1 SWall 1 N->S Lee Line -10.00 0.00 39.0 Block 1 SWall MinN->S Lee Line -10.00 0.00 48.0 Block 1 SWall 1 N->S Lee Line 0.00 14.00 26.0 Block 1 SWall 1 N->S Lee Line 0.00 19.00 39.0 Block 1 SWall MinN->S Lee Line 0.00 19.00 48.0 Block 1 SWall MinN->S Lee Line 0.00 14.00 32.0 Block 1 SWall MinN->S Lee Line 14.00 24.50 32.0 Block 1 SWall 1 N->S Lee Line 14.00 24.50 26.0 Block 1 SWall 1 N->S Lee Line 19.00 24.50 39.0 Block 1 SWall MinN->S Lee Line 19.00 24.50 48.0 Block 1 SWall 1 N->S Lee Line 24.50 30.00 39.0 Block 1 SWall 1 N->S Lee Line 24.50 30.00 26.0 Block 1 SWall MinN->S Lee Line 24.50 30.00 32.0 Block 1 SWall MinN->S Lee Line 24.50 30.00 48.0 Block 1 NWall 1 N->SWind Line -10.00 0.00 61.7 Block 1 NWall MinN->SWind Line -10.00 0.00 48.0 Block 1 NWall MinN->SWind Line 0.00 14.50 48.0 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 14.50 61.7 Block 1 NWall 1 N->SWind Line 0.00 30.00 41.3 Block 1 NWall 1 N->SWind Line 14.50 30.00 61.7 Block 1 NWall MinN->SWind Line 14.50 30.00 48.0 Legend: Block-Blockused in loadgeneration Accum. = loads fromoneblockcombinedwith another Manual = user-entered loads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhich loadsgeneratedorentered LoadCase-Oneof the following: ASCE7AllHeights:Case1or2 fromFig 27.3-8orminimum loads from27.1.5 ASCE7Low-rise:ReferencecornerandCaseAorB fromFig 28.3-1orminimum loads from28.3.4 WindDir-Directionofwind for loadswithpositivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardor leewardside of thebuilding for loads ingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start = intensityofuniformandpoint loadsor leftmost intensityof trapezoidal load,End = right intensityof trap load TribHt-Tributaryheightofarea loadsonly Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.60 towind loads beforedistributing them to the shearlines. 9 Page 96 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 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 2 Line 16.50 58.00 240.0 240.0 E-W Roof Block 1 6 Line 16.50 58.00 240.0 240.0 E-W Roof Block 2 2 Line 6.50 17.50 198.8 198.8 E-W Roof Block 2 5 Line 6.50 17.50 198.8 198.8 E-W Roof Block 3 2 Line 4.00 7.50 120.0 120.0 E-W Roof Block 3 3 Line 4.00 7.50 120.0 120.0 E-W R Gable Block 1 2 Line 17.50 37.25 100.6 0.0 E-W L Gable Block 1 2 Line 37.25 57.00 0.0 100.6 E-W L Gable Block 1 6 Line 17.50 37.25 100.6 0.0 E-W R Gable Block 1 6 Line 37.25 57.00 0.0 100.6 N-S Roof Block 1 D Line -1.00 31.00 311.2 311.2 N-S Roof Block 1 G Line -1.00 31.00 311.2 311.2 N-S Roof Block 2 Line -1.00 25.50 90.0 90.0 N-S Roof Block 2 D Line -1.00 25.50 75.0 75.0 N-S Roof Block 3 B Line -1.00 15.00 33.8 33.8 N-S Roof Block 3 Line -1.00 15.00 18.8 18.8 N-S L Gable Block 2 Line 0.00 12.25 82.6 0.0 N-S R Gable Block 2 Line 12.25 24.50 0.0 82.6 N-S L Gable Block 3 B Line 0.00 7.00 47.2 0.0 N-S R Gable Block 3 B Line 7.00 14.00 0.0 47.2 BothWall 2-1 n/a 2 Line 5.00 57.00 40.0 40.0 BothWall 3-1 n/a 3 Line 5.00 7.50 40.0 40.0 BothWall 5-1 n/a 5 Line 7.50 17.50 40.0 40.0 BothWall 6-1 n/a 6 Line 17.50 57.00 40.0 40.0 BothWall B-1 n/a B Line 0.00 14.00 40.0 40.0 BothWall B-2 n/a Line 14.00 24.50 40.0 40.0 BothWall D-1 n/a D Line 24.50 30.00 40.0 40.0 BothWall E-1 n/a E Line 0.50 10.75 24.0 24.0 BothWall G-1 n/a G Line 0.00 30.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Floor F2 n/a 1 Line 2.00 9.50 174.0 174.0 E-W Floor F3 n/a 1 Line 9.50 17.50 207.0 207.0 E-W Floor F4 n/a 1 Line 17.50 22.00 240.0 240.0 E-W Floor F1 n/a 2 Line 0.00 2.00 114.0 114.0 BothWall 2-1 n/a 2 Line 5.00 57.00 40.0 40.0 E-W Floor F5 n/a 2 Line 22.00 50.00 180.0 180.0 E-W Floor F6 n/a 2 Line 50.00 57.00 87.0 87.0 BothWall 3-1 n/a 3 Line 5.00 7.50 40.0 40.0 E-W Floor F6 n/a Line 50.00 57.00 87.0 87.0 E-W Floor F1 n/a 4 Line 0.00 2.00 114.0 114.0 E-W Floor F2 n/a 4 Line 2.00 9.50 174.0 174.0 BothWall 5-1 n/a 5 Line 7.50 17.50 40.0 40.0 E-W Floor F3 n/a 5 Line 9.50 17.50 207.0 207.0 E-W Floor F4 n/a 6 Line 17.50 22.00 240.0 240.0 BothWall 6-1 n/a 6 Line 17.50 57.00 40.0 40.0 E-W Floor F5 n/a 6 Line 22.00 50.00 180.0 180.0 N-S Floor F2 n/a A Line 0.00 14.50 342.0 342.0 N-S Floor F3 n/a A Line 14.50 19.00 300.0 300.0 N-S Floor F1 n/a Line -10.00 0.00 120.0 120.0 BothWall B-1 n/a B Line 0.00 14.00 40.0 40.0 BothWall B-2 n/a Line 14.00 24.50 40.0 40.0 N-S Floor F4 n/a C Line 19.00 24.50 243.0 243.0 10 Page 97 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 BUILDINGMASSES(continued) N-S Floor F5 n/a D Line 24.50 30.00 195.0 195.0 BothWall D-1 n/a D Line 24.50 30.00 40.0 40.0 BothWall E-1 n/a E Line 0.50 10.75 24.0 24.0 N-S Floor F1 n/a Line -10.00 0.00 120.0 120.0 N-S Floor F3 n/a F Line 14.50 19.00 300.0 300.0 N-S Floor F4 n/a F Line 19.00 24.50 243.0 243.0 N-S Floor F5 n/a F Line 24.50 30.00 195.0 195.0 N-S Floor F2 n/a G Line 0.00 14.50 342.0 342.0 BothWall G-1 n/a G Line 0.00 30.00 40.0 40.0 BothWall 1-1 n/a 1 Line 2.00 22.00 45.0 45.0 BothWall 2-1 n/a 2 Line 0.00 2.00 45.0 45.0 BothWall 2-2 n/a 2 Line 22.00 57.00 45.0 45.0 BothWall 3-1 n/a Line 50.00 57.00 45.0 45.0 BothWall 4-1 n/a 4 Line 0.00 9.50 45.0 45.0 BothWall 5-1 n/a 5 Line 9.50 17.50 45.0 45.0 BothWall 6-1 n/a 6 Line 17.50 30.50 45.0 45.0 BothWall 6-2 n/a 6 Line 30.50 50.00 45.0 45.0 BothWall A-2 n/a A Line 0.00 19.00 45.0 45.0 BothWall A-1 n/a Line -10.00 0.00 45.0 45.0 BothWall C-1 n/a C Line 19.00 24.50 45.0 45.0 BothWall D-1 n/a D Line 24.50 30.00 45.0 45.0 BothWall E-2 n/a E Line 0.50 10.75 27.0 27.0 BothWall E-1 n/a Line -10.00 0.00 45.0 45.0 BothWall E-3 n/a Line 14.00 18.50 27.0 27.0 BothWall F-1 n/a F Line 14.50 30.00 45.0 45.0 BothWall G-1 n/a G Line 0.00 14.50 45.0 45.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline that equivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserapplied area loadsonly 11 Page 98 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line 4.00 5.00 46.8 46.8 E-W Point 5.00 5.00 174 174 E-W Line 5.00 6.50 62.5 62.5 E-W Line 6.50 7.50 140.0 140.0 E-W Point 7.50 7.50 280 280 E-W Line 7.50 16.50 93.2 93.2 E-W Line 16.50 17.50 186.9 186.9 E-W Point 17.50 17.50 43 43 E-W Line 17.50 37.25 109.3 148.6 E-W Point 20.00 20.00 48 48 E-W Line 37.25 57.00 148.6 109.3 E-W Point 57.00 57.00 234 234 E-W Line 57.00 58.00 93.7 93.7 N-S Line -1.00 0.00 164.0 164.0 N-S Point 0.00 0.00 794 794 N-S Line 0.00 0.50 179.6 180.9 N-S Line 0.50 7.00 185.6 202.7 N-S Line 7.00 10.75 202.7 202.7 N-S Line 10.75 12.25 198.0 198.0 N-S Line 12.25 14.00 198.0 193.4 N-S Point 14.00 14.00 20 20 N-S Line 14.00 15.00 193.4 192.1 N-S Line 15.00 24.50 181.8 169.3 N-S Point 24.50 24.50 78 78 N-S Line 24.50 25.50 169.3 169.3 N-S Line 25.50 30.00 137.1 137.1 N-S Point 30.00 30.00 696 696 N-S Line 30.00 31.00 121.5 121.5 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 95 95 E-W Line 0.00 2.00 35.2 35.2 E-W Point 2.00 2.00 50 50 E-W Line 2.00 5.00 48.5 48.5 E-W Point 5.00 5.00 1250 1250 E-W Point 5.00 5.00 62 62 E-W Line 5.00 7.50 57.4 57.4 E-W Point 7.50 7.50 47 47 E-W Line 7.50 9.50 57.4 57.4 E-W Point 9.50 9.50 27 27 E-W Line 9.50 17.50 64.7 64.7 E-W Point 17.50 17.50 52 52 E-W Line 17.50 22.00 72.0 72.0 E-W Point 20.00 20.00 58 58 E-W Point 22.00 22.00 63 63 E-W Line 22.00 30.50 58.7 58.7 E-W Line 30.50 50.00 58.7 58.7 E-W Point 50.00 50.00 77 77 E-W Line 50.00 57.00 38.1 38.1 E-W Point 57.00 57.00 205 205 N-S Point -10.00 -10.00 100 100 N-S Line -10.00 0.00 36.6 36.6 N-S Point 0.00 0.00 415 415 N-S Line 0.00 0.50 94.6 94.6 N-S Line 0.50 10.75 100.3 100.3 N-S Line 10.75 14.00 94.6 94.6 N-S Point 14.00 14.00 11 11 N-S Line 14.00 14.50 97.6 97.6 N-S Point 14.50 14.50 35 35 N-S Line 14.50 18.50 88.3 88.3 N-S Line 18.50 19.00 85.3 85.3 N-S Point 19.00 19.00 47 47 N-S Line 19.00 24.50 72.7 72.7 N-S Point 24.50 24.50 84 84 12 Page 99 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 SEISMICLOADS(continued) N-S Line 24.50 30.00 62.0 62.0 N-S Point 30.00 30.00 337 337 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. 13 Page 100 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 Design Summary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. HOLD-DOWNDESIGN WindLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. ThisDesignSummarydoesnot include failures thatoccurdue toexcessivestorydrift fromASCE7CC.2.2(wind)or12.12(seismic). Refer toStoryDrift table in thisreport toverify thisdesigncriterion. Refer to theDeflection table forpossibleissuesregarding fastenerslippage(SDPWSTableC4.2.3D). 14 Page 101 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 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 1 Ln1,Lev1 1 Both 15.1 - 302 -1.0 - 339 -339 6789 0.04 Line 2 Level 2 Ln2,Lev2 -S->N - - 2375 - - - 339 - - 14936 - -N->S - - 2159 - - - 339 - - 14936 - Wall2-1 1 S->N - - 2375 -1.0 - 339 - - 14936 - 1 N->S - - 2159 -1.0 - 339 - - 14936 - Seg. 1 -S->N 54.0 - 971 -1.0 - 339 -339 6110 0.16 -N->S 49.1 - 883 -1.0 - 339 -339 6110 0.14 Seg. 2 -S->N 54.0 - 243 -1.0 - 339 -339 1528 0.16 -N->S 49.1 - 221 -1.0 - 339 -339 1528 0.14 Seg. 3 -S->N 54.0 - 351 -1.0 - 339 -339 2206 0.16 -N->S 49.1 - 319 -1.0 - 339 -339 2206 0.14 Seg. 4 -S->N 54.0 - 810 -1.0 - 339 -339 5092 0.16 -N->S 49.1 - 736 -1.0 - 339 -339 5092 0.14 Level 1 Ln2,Lev1 -S->N - - 4189 - - - 339 - - 6450 - -N->S - - 3974 - - - 339 - - 6450 - Wall2-2 1 S->N - - 4189 -1.0 - 339 - - 6450 - 1 N->S - - 3974 -1.0 - 339 - - 6450 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -S->N 220.5 - 2480 -1.0 - 339 -339 3819 0.65 -N->S 209.1 - 2353 -1.0 - 339 -339 3819 0.62 Seg. 3 -S->N 220.5 - 1268 -1.0 - 339 -339 1952 0.65 -N->S 209.1 - 1203 -1.0 - 339 -339 1952 0.62 Seg. 4 -S->N 147.0 - 441 -.67 - 226 -226 679 0.65 -N->S 139.4 - 418 -.67 - 226 -226 679 0.62 Line 6 Level 2 Ln6,Lev2 -S->N - - 2125 - - - 339 - - 7431 - -N->S - - 2001 - - - 339 - - 7431 - Wall6-1 1 S->N - - 2125 -1.0 - 339 - - 7431 - 1 N->S - - 2001 -1.0 - 339 - - 7431 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -S->N 78.9 - 256 -.81 - 276 -276 896 0.29 -N->S 74.3 - 241 -.81 - 276 -276 896 0.27 Seg. 3 -S->N 97.1 - 1869 -1.0 - 339 -339 6534 0.29 -N->S 91.4 - 1760 -1.0 - 339 -339 6534 0.27 Level 1 Ln6,Lev1 -S->N - - 3637 - - - 339 - - 6619 - -N->S - - 3513 - - - 339 - - 6619 - Wall6-2 1 S->N 186.5 - 3637 -1.0 - 339 -339 6619 0.55 1 N->S 180.2 - 3513 -1.0 - 339 -339 6619 0.53 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 - - 1676 - - - 339 - - 4583 - WallA-1 1 Both - - 559 -1.0 - 339 - - 1528 - Seg. 1 -Both 124.1 - 559 -1.0 - 339 -339 1528 0.37 Seg. 2 -Both 0.0 - 0 -1.0 - 339 -339 - - WallA-2 1 Both - - 1117 -1.0 - 339 - - 3055 - Seg. 1 -Both 124.1 - 1117 -1.0 - 339 -339 3055 0.37 Seg. 2 -Both 0.0 - 0 -1.0 - 339 -339 - - Line B Level 2 LnB,Lev2 -Both - - 894 - - - 339 - - 4519 - WallB-1 1 Both - - 537 -1.0 - 339 - - 2716 - Seg. 1 -Both 67.2 - 269 -1.0 - 339 -339 1358 0.20 Seg. 2 -Both 67.2 - 269 -1.0 - 339 -339 1358 0.20 WallB-2 1 Both - - 357 -1.0 - 339 - - 1803 - Seg. 1 -Both 50.4 - 151 -.75 - 255 -255 764 0.20 Seg. 2 -Both 58.8 - 206 - .88 - 297 - 297 1040 0.20 15 Page 102 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 SHEARRESULTS(flexiblewinddesign,continued) Line E LnE,Lev2 -Both - - 3050 - - - 339 - - 3479 - WallE-1 1 Both 297.6 - 3050 -1.0 - 339 -339 3479 0.88 Level 1 LnE,Lev1 -Both - - 5845 - - - 339 - - 6893 - WallE-1 1 Both - - 1599 -1.0 - 339 - - 1886 - Seg. 1 -Both 255.8 - 1023 -.89 - 302 -302 1207 0.85 Seg. 2 -Both 191.9 - 576 -.67 - 226 -226 679 0.85 WallE-2 1 Both 287.8 - 2950 -1.0 - 339 -339 3479 0.85 WallE-3 1 Both 287.8 - 1295 -1.0 - 339 -339 1528 0.85 Line F LnF,Lev1 -Both - - 1907 - - - 339 - - 2159 - WallF-1 1 Both - - 1907 -1.0 - 339 - - 2159 - Seg. 1 -Both 216.6 - 704 -.72 - 245 -245 797 0.88 Seg. 2 -Both 283.2 - 1204 -.94 - 321 -321 1363 0.88 Line G Level 2 LnG,Lev2 -Both - - 1917 - - - 339 - - 5962 - WallG-1 1 Both - - 1917 -1.0 - 339 - - 5962 - Seg. 1 -Both 109.1 - 1119 -1.0 - 339 -339 3479 0.32 Seg. 2 -Both 109.1 - 464 -1.0 - 339 -339 1443 0.32 Seg. 3 -Both 95.5 - 334 -.88 - 297 -297 1040 0.32 Level 1 LnG,Lev1 -Both - - 2290 - - - 637 - - 3468 - WallG-1 2 Both - - 2290 -1.0 - 637 - - 3468 - Seg. 1 -Both 327.1 - 1145 -.78 - 495 -495 1734 0.66 Seg. 2 -Both 327.1 - 1145 -.78 - 495 -495 1734 0.66 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir-Directionofwind forcealongshearline. v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 FTAOwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factoredshear force.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwallsissum bi / FHS from4.3.5.6with bi defined in 4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshown isAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityof interiorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,also include unblocked factorCubandaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."S" indicates that theseismicdesigncriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 16 Page 103 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 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 -10.00 2.13 1 138 138 LIMIT w/o 1500 0.09 1-1 R End -10.00 21.88 1 138 138 LIMIT w/o 1500 0.09 Line 2 V Elem 0.00 5.13 1 461 461 Refer to upper level V Elem 0.00 22.88 1 31 31 Refer to upper level 2-2 R Op 1 0.00 28.13 1 2344 2344 STHD14 (8" S 3815 0.61 V Elem 0.00 29.38 1 674 674 Refer to upper level V Elem 0.00 31.63 1 941 941 Refer to upper level V Elem 0.00 37.88 1 855 855 Refer to upper level 2-2 L Op 2 0.00 39.13 1 1901 1901 STHD14 (8" S 3815 0.50 2-2 R Op 2 0.00 42.38 1 2696 2696 STHD14 (8" S 3815 0.71 2-2 L Op 3 0.00 47.88 1 1968 1968 STHD14 (8" S 3815 0.52 2-2 R Op 3 0.00 54.13 1 1443 1443 LIMIT w/o 1500 0.96 2-2 R End 0.00 56.88 1 1959 1959 STHD14 (8" S 3815 0.51 Line 6 6-2 L End 30.00 30.63 1 3021 3021 STHD14 (8" S 3815 0.79 V Elem 30.00 33.63 1 1243 1243 Refer to upper level V Elem 30.00 37.88 1 1269 1269 Refer to upper level 6-2 R End 30.00 49.88 1 1643 1643 STHD14 (8" S 3815 0.43 V Elem 30.00 56.88 1 1195 1195 Refer to upper level Line A A-1 L End -9.87 2.00 1 1183 1183 LIMIT w/o 1500 0.79 A-1 L Op 1 -5.62 2.00 1 1183 1183 LIMIT w/o 1500 0.79 A-2 L End 0.12 0.00 1 1149 1149 LIMIT w/o 1500 0.77 A-2 L Op 1 8.88 0.00 1 1149 1149 LIMIT w/o 1500 0.77 Line B V Elem 0.12 5.00 1 670 670 Refer to upper level V Elem 3.88 5.00 1 670 670 Refer to upper level V Elem 10.13 5.00 1 670 670 Refer to upper level V Elem 13.88 5.00 1 670 670 Refer to upper level V Elem 14.13 7.50 1 773 773 Refer to upper level V Elem 16.88 7.50 1 773 773 Refer to upper level V Elem 21.13 7.50 1 581 581 Refer to upper level V Elem 24.38 7.50 1 581 581 Refer to upper level Line E E-1 L End -9.87 22.00 1 2456 2456 STHD14 (8" S 3815 0.64 E-1 L Op 1 -6.12 22.00 1 2456 2456 STHD14 (8" S 3815 0.64 E-1 R Op 1 -2.87 22.00 1 1884 1884 STHD14 (8" S 3815 0.49 E-1 R End -0.12 22.00 1 1884 1884 STHD14 (8" S 3815 0.49 E-2 L End 0.63 20.00 1 5096 5096 HDQ8-SDS 7020 0.73 E-2 R End 10.63 20.00 1 5096 5096 HDQ8-SDS 7020 0.73 E-3 L End 14.13 22.00 1 2743 2743 STHD14 (8" S 5285 0.52 E-3 R End 18.38 22.00 1 2743 2743 STHD14 (8" S 5285 0.52 Line F F-1 L End 14.63 50.00 1 2112 2112 STHD14 (8" S 3815 0.55 F-1 L Op 1 17.63 50.00 1 2112 2112 STHD14 (8" S 3815 0.55 F-1 R Op 1 25.88 50.00 1 2708 2708 STHD14 (8" S 3815 0.71 F-1 R End 29.88 50.00 1 2708 2708 STHD14 (8" S 3815 0.71 Line G G-1 L End 0.12 57.00 1 4065 4065 STHD14 (8" S 5285 0.77 G-1 L Op 1 3.38 57.00 1 3275 3275 STHD14 (8" S 3815 0.86 G-1 R Op 1 11.13 57.00 1 2380 2380 STHD14 (8" S 3815 0.62 G-1 R End 14.38 57.00 1 3170 3170 STHD14 (8" S 3815 0.83 V Elem 18.38 57.00 1 928 928 Refer to upper level V Elem 26.63 57.00 1 823 823 Refer to upper level V Elem 29.88 57.00 1 823 823 Refer to upper level Level 2 TensileHold-down Line-Location[ft]Load orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 2 2-1 L End 0.00 5.13 1 461 461 LIMIT w/o 1500 0.31 2-1 L Op 1 0.00 22.88 1 419 419 LIMIT w/o 1500 0.28 2-1 R Op 1 0.00 25.13 1 741 741 LIMIT w/o 1500 0.49 2-1 L Op 2 0.00 29.38 1 674 674 LIMIT w/o 1500 0.45 2-1 R Op 2 0.00 31.63 1 941 941 LIMIT w/o 1500 0.63 2-1 L Op 3 0.00 37.88 1 855 855 LIMIT w/o 1500 0.57 2-1 R Op 3 0.00 42.13 1 649 649 LIMIT w/o 1500 0.43 2-1 R End 0.00 56.88 1 590 590 LIMIT w/o 1500 0.39 17 Page 104 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 Hold-DownandCompressionDesign(flexiblewinddesign,continued) Line 6 6-1 R Op 1 30.00 30.63 1 1320 1320 LIMIT w/o 1500 0.88 6-1 L Op 2 30.00 33.63 1 1243 1243 LIMIT w/o 1500 0.83 6-1 R Op 2 30.00 37.88 1 1269 1269 LIMIT w/o 1500 0.85 6-1 R End 30.00 56.88 1 1195 1195 LIMIT w/o 1500 0.80 Line B B-1 L End 0.12 5.00 1 670 670 LIMIT w/o 1500 0.45 B-1 L Op 1 3.88 5.00 1 670 670 LIMIT w/o 1500 0.45 B-1 R Op 1 10.13 5.00 1 670 670 LIMIT w/o 1500 0.45 B-1 R End 13.88 5.00 1 670 670 LIMIT w/o 1500 0.45 B-2 L End 14.13 7.50 1 773 773 LIMIT w/o 1500 0.52 B-2 L Op 1 16.88 7.50 1 773 773 LIMIT w/o 1500 0.52 B-2 R Op 1 21.13 7.50 1 581 581 LIMIT w/o 1500 0.39 B-2 R End 24.38 7.50 1 581 581 LIMIT w/o 1500 0.39 Line E E-1 L End 0.63 20.00 1 2440 2440 MST48 3425 0.71 E-1 R End 10.63 20.00 1 2440 2440 MST48 3425 0.71 Line G G-1 L End 0.12 57.00 1 895 895 LIMIT w/o 1500 0.60 G-1 L Op 1 10.13 57.00 1 895 895 LIMIT w/o 1500 0.60 G-1 R Op 1 14.38 57.00 1 928 928 LIMIT w/o 1500 0.62 G-1 L Op 2 18.38 57.00 1 928 928 LIMIT w/o 1500 0.62 G-1 R Op 2 26.63 57.00 1 823 823 LIMIT w/o 1500 0.55 G-1 R End 29.88 57.00 1 823 823 LIMIT w/o 1500 0.55 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: HDQ8-SDS3forstudswith thickness > 0'-4.5"anddepth > 0'-3.5" : Uses201/4"x3"SDSheavy-dutyscrews;7/8"anchorbolt. Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Mostsevereofwind load cases isusedforoverturningcalculation. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 18 Page 105 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 COLLECTORFORCES(flexiblewinddesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 2 2-2 Right Opening 1 0.00 28.00 -2058 1952 2-2 Left Opening 2 0.00 39.25 -404 383 2-2 Right Opening 2 0.00 42.25 -625 593 2-2 Left Opening 3 0.00 48.00 220 -209 2-2 Right Opening 3 0.00 54.00 -220 209 Line 6 6-2 Left Wall End 30.00 30.50 -1455 1405 Line A A-1 Left Opening 1 -5.50 2.00 299 -299 A-2 Left Wall End 0.00 0.00 -19 19 A-2 Left Opening 1 9.00 0.00 578 -578 Line E E-1 Left Opening 1 -6.00 22.00 439 -439 E-1 Right Opening 1 -3.00 22.00 1 -1 E-1 Right Wall End 0.00 22.00 138 -138 E-2 Left Wall End 0.50 20.00 65 -65 E-2 Right Wall End 10.75 20.00 1517-1517 E-3 Left Wall End 14.00 22.00 1043-1043 E-3 Right Wall End 18.50 22.00 1680-1680 Line F F-1 Left Wall End 14.50 50.00 -922 922 F-1 Left Opening 1 17.75 50.00 -425 425 F-1 Right Opening 1 25.75 50.00 -933 933 Line G G-1 Left Opening 1 3.50 57.00 592 -592 G-1 Right Opening 1 11.00 57.00 -592 592 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 2 2-1 Left Opening 1 0.00 23.00 149 -136 2-1 Right Opening 1 0.00 25.00 58 -53 2-1 Left Opening 2 0.00 29.50 95 -87 2-1 Right Opening 2 0.00 31.50 4 -4 2-1 Left Opening 3 0.00 38.00 58 -53 2-1 Right Opening 3 0.00 42.00 -125 113 Line 6 6-1 Right Opening 1 30.00 30.50 -699 659 6-1 Left Opening 2 30.00 33.75 -618 582 6-1 Right Opening 2 30.00 37.75 -833 784 Line B B-1 Left Opening 1 4.00 5.00 123 -123 B-1 Right Opening 1 10.00 5.00 -96 96 B-2 Left Opening 1 17.00 7.50 68 -68 B-2 Right Opening 1 21.00 7.50 -78 78 Line E E-1 Left Wall End 0.50 20.00 -51 51 E-1 Right Wall End 10.75 20.00 1957-1957 Line G G-1 Left Opening 1 10.25 57.00 464 -464 G-1 Right Opening 1 14.25 57.00 208 -208 G-1 Left Opening 2 18.50 57.00 401 -401 G-1 Right Opening 2 26.50 57.00 -111 111 Legend: Line-Wall-Shearline and wallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical loadcase: ASCE7All heightsCase1or 2 ASCE7Low-risecorner;CaseAor B DragstrutForce-Axial force in transferelement at openings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline force(vmax from4.3.6.4.1.1 forperforatedwalls) Strap/BlockingForce–ForFTAOwalls,force transferred fromaboveandbelowopening toshearwallpier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 19 Page 106 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 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 37256 1465.0 5090 5090 9971 15976 6301 6301 6301 6301 1 35770 1653.0 2774 2774 12216 14184 6049 8237 6049 6049 All 73026 -7864 7864 - - - - - - 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 = 0.888,butV1 / Vr1 = 0.554,so theweakstory ispermitted. 20 Page 107 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 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 1 Ln1,Lev1 1 Both 9.9 - 198 -1.0 - 242 -242 4849 0.04 Line 2 Level 2 Ln2,Lev2 -Both - - 2683 - - - 242 - - 10668 - Wall2-1 1 Both - - 2683 -1.0 - 242 - - 10668 - Seg. 1 -Both 61.0 - 1097 -1.0 - 242 -242 4364 0.25 Seg. 2 -Both 61.0 - 274 -1.0 - 242 -242 1091 0.25 Seg. 3 -Both 61.0 - 396 -1.0 - 242 -242 1576 0.25 Seg. 4 -Both 61.0 - 915 -1.0 - 242 -242 3637 0.25 Level 1 Ln2,Lev1 -Both - - 4124 - - - 242 - - 4607 - Wall2-2 1 Both - - 4124 -1.0 - 242 - - 4607 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 217.0 - 2442 -1.0 - 242 -242 2728 0.90 Seg. 3 -Both 217.0 - 1248 -1.0 - 242 -242 1394 0.90 Seg. 4 -Both 144.7 - 434 -.67 - 162 -162 485 0.90 Line 6 Level 2 Ln6,Lev2 -Both - - 2408 - - - 242 - - 5308 - Wall6-1 1 Both - - 2408 -1.0 - 242 - - 5308 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 89.4 - 290 -.81 - 197 -197 640 0.45 Seg. 3 -Both 110.0 - 2117 -1.0 - 242 -242 4667 0.45 Level 1 Ln6,Lev1 -Both - - 3543 - - - 242 - - 4728 - Wall6-2 1 Both 181.7 - 3543 -1.0 - 242 -242 4728 0.75 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 - - 1277 - - - 242 - - 3273 - WallA-1 1 Both - - 426 -1.0 - 242 - - 1091 - Seg. 1 -Both 94.6 - 426 -1.0 - 242 -242 1091 0.39 Seg. 2 -Both 0.0 - 0 -1.0 - 242 -242 - - WallA-2 1 Both - - 851 -1.0 - 242 - - 2182 - Seg. 1 -Both 94.6 - 851 -1.0 - 242 -242 2182 0.39 Seg. 2 -Both 0.0 - 0 -1.0 - 242 -242 - - Line B Level 2 LnB,Lev2 -Both - - 875 - - - 242 - - 3228 - WallB-1 1 Both - - 526 -1.0 - 242 - - 1940 - Seg. 1 -Both 65.7 - 263 -1.0 - 242 -242 970 0.27 Seg. 2 -Both 65.7 - 263 -1.0 - 242 -242 970 0.27 WallB-2 1 Both - - 349 -1.0 - 242 - - 1288 - Seg. 1 -Both 49.3 - 148 -.75 - 182 -182 546 0.27 Seg. 2 -Both 57.5 - 201 -.88 - 212 -212 743 0.27 Line E LnE,Lev2 -Both - - 2317 - - - 242 - - 2485 - WallE-1 1^Both 226.0 - 2317 -1.0 - 242 -242 2485 0.93 Level 1 LnE,Lev1 -Both - - 3711 - - - 242 - - 4923 - WallE-1 1 Both - - 1015 -1.0 - 242 - - 1347 - Seg. 1 -Both 162.4 - 650 -.89 - 216 -216 862 0.75 Seg. 2 -Both 121.8 - 365 -.67 - 162 -162 485 0.75 WallE-2 1 Both 182.7 - 1873 -1.0 - 242 -242 2485 0.75 WallE-3 1 Both 182.7 - 822 -1.0 - 242 -242 1091 0.75 Line F LnF,Lev1 -Both - - 741 - - - 242 - - 1542 - WallF-1 1 Both - - 741 -1.0 - 242 - - 1542 - Seg. 1 -Both 84.2 - 274 -.72 - 175 -175 569 0.48 Seg. 2 -Both 110.1 - 468 -.94 - 229 -229 973 0.48 Line G Level 2 LnG,Lev2 -Both - - 1898 - - - 242 - - 4258 - WallG-1 1 Both - - 1898 -1.0 - 242 - - 4258 - Seg. 1 -Both 108.1 - 1108 - 1.0 - 242 - 242 2485 0.45 21 Page 108 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 SHEARRESULTS(flexibleseismicdesign,continued) Seg. 2 -Both 108.1 - 459 - 1.0 - 242 - 242 1030 0.45 Seg. 3 -Both 94.6 - 331 -.88 - 212 -212 743 0.45 Level 1 LnG,Lev1 -Both - - 2135 - - - 455 - - 2477 - WallG-1 2^Both - - 2135 -1.0 - 455 - - 2477 - Seg. 1 -Both 305.1 - 1068 -.78 - 354 -354 1239 0.86 Seg. 2 -Both 305.1 - 1068 -.78 - 354 -354 1239 0.86 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 FTAOwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factoredshear force.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwallsissum bi / FHS from4.3.5.6with bi defined in 4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshown isAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityof interiorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,also include unblocked factorCubandaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."W" indicates that thewind designcriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 22 Page 109 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 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 -10.00 2.13 90 90 LIMIT w/o 1500 0.06 1-1 R End -10.00 21.88 90 90 LIMIT w/o 1500 0.06 Line 2 V Elem 0.00 5.13 520 520 Refer to upper level V Elem 0.00 22.88 39 39 Refer to upper level 2-2 R Op 1 0.00 28.13 2354 2354 STHD14 (8" S 3815 0.62 V Elem 0.00 29.38 837 837 Refer to upper level V Elem 0.00 31.63 1063 1063 Refer to upper level V Elem 0.00 37.88 1063 1063 Refer to upper level 2-2 L Op 2 0.00 39.13 1967 1967 STHD14 (8" S 3815 0.52 2-2 R Op 2 0.00 42.38 2745 2745 STHD14 (8" S 3815 0.72 2-2 L Op 3 0.00 47.88 2042 2042 STHD14 (8" S 3815 0.54 2-2 R Op 3 0.00 54.13 1421 1421 LIMIT w/o 1500 0.95 2-2 R End 0.00 56.88 2154 2154 STHD14 (8" S 3815 0.56 Line 6 6-2 L End 30.00 30.63 3152 3152 STHD14 (8" S 3815 0.83 V Elem 30.00 33.63 1496 1496 Refer to upper level V Elem 30.00 37.88 1438 1438 Refer to upper level 6-2 R End 30.00 49.88 1656 1656 STHD14 (8" S 3815 0.43 V Elem 30.00 56.88 1438 1438 Refer to upper level Line A A-1 L End -9.87 2.00 901 901 LIMIT w/o 1500 0.60 A-1 L Op 1 -5.62 2.00 901 901 LIMIT w/o 1500 0.60 A-2 L End 0.12 0.00 876 876 LIMIT w/o 1500 0.58 A-2 L Op 1 8.88 0.00 876 876 LIMIT w/o 1500 0.58 Line B V Elem 0.12 5.00 656 656 Refer to upper level V Elem 3.88 5.00 656 656 Refer to upper level V Elem 10.13 5.00 656 656 Refer to upper level V Elem 13.88 5.00 656 656 Refer to upper level V Elem 14.13 7.50 757 757 Refer to upper level V Elem 16.88 7.50 757 757 Refer to upper level V Elem 21.13 7.50 569 569 Refer to upper level V Elem 24.38 7.50 569 569 Refer to upper level Line E E-1 L End -9.87 22.00 1559 1559 STHD14 (8" S 3815 0.41 E-1 L Op 1 -6.12 22.00 1559 1559 STHD14 (8" S 3815 0.41 E-1 R Op 1 -2.87 22.00 1196 1196 STHD14 (8" S 3815 0.31 E-1 R End -0.12 22.00 1196 1196 STHD14 (8" S 3815 0.31 E-2 L End 0.63 20.00 3539 3539 HDQ8-SDS 7020 0.50 E-2 R End 10.63 20.00 3539 3539 HDQ8-SDS 7020 0.50 E-3 L End 14.13 22.00 1741 1741 STHD14 (8" S 5285 0.33 E-3 R End 18.38 22.00 1741 1741 STHD14 (8" S 5285 0.33 Line F F-1 L End 14.63 50.00 821 821 STHD14 (8" S 3815 0.22 F-1 L Op 1 17.63 50.00 821 821 STHD14 (8" S 3815 0.22 F-1 R Op 1 25.88 50.00 1052 1052 STHD14 (8" S 3815 0.28 F-1 R End 29.88 50.00 1052 1052 STHD14 (8" S 3815 0.28 Line G G-1 L End 0.12 57.00 3843 3843 STHD14 (8" S 5285 0.73 G-1 L Op 1 3.38 57.00 3060 3060 STHD14 (8" S 3815 0.80 G-1 R Op 1 11.13 57.00 2174 2174 STHD14 (8" S 3815 0.57 G-1 R End 14.38 57.00 2957 2957 STHD14 (8" S 3815 0.78 V Elem 18.38 57.00 919 919 Refer to upper level V Elem 26.63 57.00 815 815 Refer to upper level V Elem 29.88 57.00 815 815 Refer to upper level Level 2 TensileHold-down Line-Location[ft]orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 2 2-1 L End 0.00 5.13 520 520 LIMIT w/o 1500 0.35 2-1 L Op 1 0.00 22.88 520 520 LIMIT w/o 1500 0.35 2-1 R Op 1 0.00 25.13 837 837 LIMIT w/o 1500 0.56 2-1 L Op 2 0.00 29.38 837 837 LIMIT w/o 1500 0.56 2-1 R Op 2 0.00 31.63 1063 1063 LIMIT w/o 1500 0.71 2-1 L Op 3 0.00 37.88 1063 1063 LIMIT w/o 1500 0.71 2-1 R Op 3 0.00 42.13 733 733 LIMIT w/o 1500 0.49 2-1 R End 0.00 56.88 733 733 LIMIT w/o 1500 0.49 23 Page 110 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) Line 6 6-1 R Op 1 30.00 30.63 1496 1496 LIMIT w/o 1500 1.00 6-1 L Op 2 30.00 33.63 1496 1496 LIMIT w/o 1500 1.00 6-1 R Op 2 30.00 37.88 1438 1438 LIMIT w/o 1500 0.96 6-1 R End 30.00 56.88 1438 1438 LIMIT w/o 1500 0.96 Line B B-1 L End 0.12 5.00 656 656 LIMIT w/o 1500 0.44 B-1 L Op 1 3.88 5.00 656 656 LIMIT w/o 1500 0.44 B-1 R Op 1 10.13 5.00 656 656 LIMIT w/o 1500 0.44 B-1 R End 13.88 5.00 656 656 LIMIT w/o 1500 0.44 B-2 L End 14.13 7.50 757 757 LIMIT w/o 1500 0.50 B-2 L Op 1 16.88 7.50 757 757 LIMIT w/o 1500 0.50 B-2 R Op 1 21.13 7.50 569 569 LIMIT w/o 1500 0.38 B-2 R End 24.38 7.50 569 569 LIMIT w/o 1500 0.38 Line E E-1 L End 0.63 20.00 1854 1854 MST48 3425 0.54 E-1 R End 10.63 20.00 1854 1854 MST48 3425 0.54 Line G G-1 L End 0.12 57.00 886 886 LIMIT w/o 1500 0.59 G-1 L Op 1 10.13 57.00 886 886 LIMIT w/o 1500 0.59 G-1 R Op 1 14.38 57.00 919 919 LIMIT w/o 1500 0.61 G-1 L Op 2 18.38 57.00 919 919 LIMIT w/o 1500 0.61 G-1 R Op 2 26.63 57.00 815 815 LIMIT w/o 1500 0.54 G-1 R End 29.88 57.00 815 815 LIMIT w/o 1500 0.54 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: HDQ8-SDS3forstudswith thickness > 0'-4.5"anddepth > 0'-3.5" : Uses201/4"x3"SDSheavy-dutyscrews;7/8"anchorbolt. CombinedforcefromASCE72.4.1 loadcombination10 = -(0.6D-0.7Ev+0.7Eh);Eh(from12.4.2.1) = -shearoverturningforce Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 24 Page 111 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 2 Shearline force 7282 7282 2-2 Right Opening 1 0.00 28.00 -3577 3577 2-2 Left Opening 2 0.00 39.25 -703 703 2-2 Right Opening 2 0.00 42.25 -1086 1086 2-2 Left Opening 3 0.00 48.00 383 -383 2-2 Right Opening 3 0.00 54.00 -383 383 Line 6 Shearline force 6104 6104 6-2 Left Wall End 30.00 30.50 -2442 2442 Line A Shearline force 3006 3006 A-1 Left Opening 1 -5.50 2.00 535 -535 A-2 Left Wall End 0.00 0.00 -35 35 A-2 Left Opening 1 9.00 0.00 1036-1036 Line E Shearline force 5415 5415 E-1 Left Opening 1 -6.00 22.00 407 -407 E-1 Right Opening 1 -3.00 22.00 1 -1 E-1 Right Wall End 0.00 22.00 128 -128 E-2 Left Wall End 0.50 20.00 60 -60 E-2 Right Wall End 10.75 20.00 1406-1406 E-3 Left Wall End 14.00 22.00 966 -966 E-3 Right Wall End 18.50 22.00 1557-1557 Line F Shearline force 1617 1617 F-1 Left Wall End 14.50 50.00 -781 781 F-1 Left Opening 1 17.75 50.00 -360 360 F-1 Right Opening 1 25.75 50.00 -791 791 Line G Shearline force 2415 2415 G-1 Left Opening 1 3.50 57.00 625 -625 G-1 Right Opening 1 11.00 57.00 -625 625 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 2 Shearline force 3320 3320 2-1 Left Opening 1 0.00 23.00 209 -209 2-1 Right Opening 1 0.00 25.00 81 -81 2-1 Left Opening 2 0.00 29.50 134 -134 2-1 Right Opening 2 0.00 31.50 6 -6 2-1 Left Opening 3 0.00 38.00 81 -81 2-1 Right Opening 3 0.00 42.00 -174 174 Line 6 Shearline force 2980 2980 6-1 Right Opening 1 30.00 30.50 -981 981 6-1 Left Opening 2 30.00 33.75 -867 867 6-1 Right Opening 2 30.00 37.75 -1168 1168 Line B Shearline force 1083 1083 B-1 Left Opening 1 4.00 5.00 149 -149 B-1 Right Opening 1 10.00 5.00 -117 117 B-2 Left Opening 1 17.00 7.50 82 -82 B-2 Right Opening 1 21.00 7.50 -94 94 Line E Shearline force 2868 2868 E-1 Left Wall End 0.50 20.00 -48 48 E-1 Right Wall End 10.75 20.00 1840-1840 Line G Shearline force 2350 2350 G-1 Left Opening 1 10.25 57.00 569 -569 G-1 Right Opening 1 14.25 57.00 255 -255 G-1 Left Opening 2 18.50 57.00 491 -491 G-1 Right Opening 2 26.50 57.00 -136 136 Legend: Line-Wall-Shearline and wallnumber 25 Page 112 of 144 WoodWorks®Shearwalls L2M-2385-2-SHEAR(B)(3-CAR).wswu Oct. 29, 2024 12:58:34 Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView DragstrutForce-Axial force in transferelement at openings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline forceshown.ForSDCC-F, it is thegreaterof thedesignshearline forceand thediaphragm forceFpx,added toshearline force fromstoryaboveand to forces transferred fromdiscontinuousshearlines factoredbyoverstrength(omega)asper12.10.1.1. Refer toSeismic Information table fordiaphragm forcesandomega factor. ForSDCD-F, if horizontal torsional irregularities2,3,or4are input,orvertical irregularity4detectedor input,25% increase from12.3.3.4applied. Forperforatedwalls, this force isconverted tovmaxusing 4.3.6.4.1.1. Strap/BlockingForce–ForFTAOwalls,force transferred fromaboveandbelowopening toshearwallpier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 26 Page 113 of 144 R1 Nov.4,202412:35 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.12 5.54 15.00(20.75') psf Load2 Snow Partial Area 0.12 5.54 25.00(20.75') psf Load3 Dead Partial Area 5.54 8.12 15.00(22.75') psf Load4 Snow Partial Area 5.54 8.12 25.00(22.75') psf Self-weight Dead Full UDL 7.3 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 8.253' 8.126'0' Unfactored: Dead 1287 1338 Snow 2097 2181 Factored: Total 3384 3519 Bearing: Capacity Beam 3384 3519 Support 3602 3746 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 1.49 1.55 Min req'd 1.49 1.55 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 R1 Glulam-Unbalan.,WestSpecies,24F-V4 DF,3-1/2"x9" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:8.25';Clearspan:8';Volume = 1.8cu.ft.;6laminations,3-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 135 Fv' = 305 psi fv/Fv' = 0.44 Bending(+) fb = 1790 Fb' = 2685 psi fb/Fb' = 0.67 Live Defl'n 0.14 = L/717 0.27 = L/360 in 0.50 Total Defl'n 0.26 = L/373 0.41 = L/240 in 0.64 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 2 Fb'+ 2400 1.15 1.00 1.00 0.973 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 + 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 = 3519, V design = 2834 (NDS 3.4.3.1(a)) lbs; M(+) = 7047 lbs-ft EI = 382.72e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 8.13' Le = 15.50' RB = 11.7 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 114 of 144 R2 Nov.4,202412:35 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(22.75') psf Load2 Snow Full Area 25.00(22.75') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 4.145' 4.072'0' Unfactored: Dead 719 719 Snow 1179 1179 Factored: Total 1898 1898 Bearing: Capacity Beam 1898 1898 Support 2101 2101 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 R2 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:4.13';Clearspan:4.0';Volume = 0.7cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 76 Fv' = 207 psi fv/Fv' = 0.37 Bending(+) fb = 743 Fb' = 1337 psi fb/Fb' = 0.56 Live Defl'n 0.02 = < L/999 0.14 = L/360 in 0.15 Total Defl'n 0.04 = < L/999 0.20 = L/240 in 0.19 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.994 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + 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 = 1865, V design = 1279 (NDS 3.4.3.1(a)) lbs; M(+) = 1899 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 4.06' Le = 8.38' RB = 7.7 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 115 of 144 R3 Nov.4,202412:36 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(4.25') psf Load2 Snow Full Area 25.00(4.25') psf Self-weight Dead Full UDL 9.8 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 10.542' 10.5'0' Unfactored: Dead 387 387 Snow 560 560 Factored: Total 947 947 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.55 0.55 Support 0.52 0.52 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 R3 Timber-soft, D.Fir-L, No.2,6x8(5-1/2"x7-1/2") Supports:All-Timber-softBeam, D.Fir-L No.2 Totallength:10.56'; Clear span:10.438';Volume=3.0 cu.ft.;Postor timber Lateral support: top=at supports,bottom=at supports; ThissectionPASSESthedesigncodecheck. Analysisvs.Allowable StressandDeflection using NDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 30 Fv' = 195 psi fv/Fv' = 0.15 Bending(+) fb = 577 Fb' = 862 psi fb/Fb' = 0.67 Live Defl'n 0.12 = < L/999 0.35 = L/360 in 0.33 Total Defl'n 0.24 = L/534 0.52 = L/240 in 0.45 AdditionalData: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 750 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 944, V design = 828 (NDS 3.4.3.1(a)) lbs; M(+) = 2478 lbs-ft EI = 251.36e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" DesignNotes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuilding Code(IBC2021)and the National DesignSpecification(NDS2018),usingAllowableStress Design(ASD). Design valuesare from the NDSSupplement. 2.Please verify that thedefaultdeflectionlimitsareappropriate for yourapplication. 3.Sawnlumberbendingmembers shallbelaterally supportedaccording to theprovisionsof NDS Clause4.4.1. Page 116 of 144 R4 Nov.4,202412:37 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.00 4.33 15.00(4.00') psf Load2 Snow Partial Area 0.00 4.33 25.00(4.00') psf Load3 Dead Partial Area 4.33 8.00 15.00(12.00') psf Load4 Snow Partial Area 4.33 8.00 25.00(12.00') psf Load5 Dead Point 4.33 644 lbs Load6 Snow Point 4.33 958 lbs Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 8.101' 8.051'0' Unfactored: Dead 707 978 Snow 1024 1468 Factored: Total 1732 2445 Bearing: Capacity Beam 1732 2445 Support 1850 2612 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 0.50 0.71 Min req'd 0.50 0.71 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 R4 Timber-soft, D.Fir-L, No.2,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:8.13';Clearspan:8.0';Volume = 3.6cu.ft.;Beamorstringer Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 48 Fv' = 195 psi fv/Fv' = 0.24 Bending(+) fb = 576 Fb' = 999 psi fb/Fb' = 0.58 Live Defl'n 0.04 = < L/999 0.27 = L/360 in 0.15 Total Defl'n 0.08 = < L/999 0.40 = L/240 in 0.20 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 0.993 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 2445, V design = 2012 (NDS 3.4.3.1(a)) lbs; M(+) = 5819 lbs-ft EI = 906.17e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 8.06' Le = 16.00' RB = 8.5 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 117 of 144 SF1 Nov.4,202413:10 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(3.50') psf Load3 Live Full Area 40.00(3.50') psf Load4 Dead Partial Area 0.31 1.31 15.00(2.00') psf Load5 Snow Partial Area 0.31 1.31 25.00(2.00') psf Load6 Dead Partial Area 1.31 4.31 15.00(20.75') psf Load7 Snow Partial Area 1.31 4.31 25.00(20.75') psf Load8 Dead Partial Area 12.31 15.31 15.00(22.75') psf Load9 Snow Partial Area 12.31 15.31 25.00(22.75') psf Load10 Dead Point 1.31 2648 lbs Load11 Snow Point 1.31 4179 lbs Load12 Dead Point 4.31 1287 lbs Load13 Snow Point 4.31 2097 lbs Load14 Earthquake Point 4.31 3853 lbs Load15 Dead Point 12.31 1338 lbs Load16 Snow Point 12.31 2181 lbs Self-weight Dead Full UDL 19.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 15.511' 15.255'0' Unfactored: Dead 5657 3786 Live 1090 1082 Snow 7343 4427 Earthquake 2803 1050 Factored: Total 13453 8468 Bearing: Capacity Beam 13453 8468 Support 13818 8698 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #5 #5 Length 3.76 2.37 Min req'd 3.76 2.37 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF1 Glulam-Unbalan.,WestSpecies,24F-V4DF,5-1/2"x15" Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:15.5';Clearspan:15';Volume = 8.9cu.ft.;10 laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 204 Fv' = 305 psi fv*/Fv' = 0.67 Bending(+) fb = 1643 Fb' = 2654 psi fb/Fb' = 0.62 Live Defl'n 0.29 = L/634 0.51 = L/360 in 0.57 Total Defl'n 0.59 = L/308 0.76 = L/240 in 0.78 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 2400 1.15 1.00 1.00 0.962 1.000 - - 1.00 1.00 - 4 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 5 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 5 CRITICALLOADCOMBINATIONS: Shear : LC #4 = D + S Bending(+): LC #4 = D + S Deflection: LC #5 = D + 0.75(L + S + 0.7E) (live) LC #5 = D + 0.75(L + S + 0.7E) (total) Bearing : Support 1 – LC #5 = D + 0.75(L + S + 0.7E) Support 2 – LC #5 = D + 0.75(L + S + 0.7E) Load Types: D=dead L=live S=snow E=earthquake Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 12981, V design* = 11200 (NDS 3.4.3.1(a)) lbs; M(+) = 28243 lbs-ft EI = 2784.33e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 15.25' Le = 28.63' RB = 13.0 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 118 of 144 SF2 Nov.4,202413:11 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(3.50') psf Load3 Live Full Area 40.00(3.50') psf Load4 Dead Full Area 15.00(2.00') psf Load5 Snow Full Area 25.00(2.00') psf Load6 Earthquake Point 6.68 3158 lbs Self-weight Dead Full UDL 9.4 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 7.652' 7.576'0' Unfactored: Dead 615 619 Live 534 537 Snow 191 192 Earthquake 386 2772 Factored: Total 1361 2621 Bearing: Capacity Beam 1361 2621 Support 1507 2902 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #5 #5 Length 0.62 1.20 Min req'd 0.62 1.20 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF2 Lumber-soft, D.Fir-L, No.2,4x12(3-1/2"x11-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:7.63';Clearspan:7.5';Volume = 2.1cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 86 Fv' = 288 psi fv*/Fv' = 0.30 Bending(+) fb = 351 Fb' = 975 psi fb/Fb' = 0.36 Live Defl'n 0.03 = < L/999 0.25 = L/360 in 0.12 Total Defl'n 0.06 = < L/999 0.38 = L/240 in 0.15 *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 1.60 1.00 1.00 - - - - 1.00 1.00 8 Fb'+ 900 1.00 1.00 1.00 0.985 1.100 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 5 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 5 CRITICALLOADCOMBINATIONS: Shear : LC #8 = D + 0.7E Bending(+): LC #2 = D + L Deflection: LC #5 = D + 0.75(L + S + 0.7E) (live) LC #5 = D + 0.75(L + S + 0.7E) (total) Bearing : Support 1 – LC #5 = D + 0.75(L + S + 0.7E) Support 2 – LC #5 = D + 0.75(L + S + 0.7E) Load Types: D=dead L=live S=snow E=earthquake Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 2552, V design* = 2264 (NDS 3.4.3.1(a)) lbs; M(+) = 2162 lbs-ft EI = 664.44e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 7.56' Le = 15.19' RB = 12.9 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 119 of 144 SF3 Nov.4,202413:12 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(13.25') psf Load2 Live Full Area 40.00(13.25') psf Self-weight Dead Full UDL 19.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 13.811' 13.697'0' Unfactored: Dead 1228 1228 Live 3660 3660 Factored: Total 4888 4888 Bearing: Capacity Beam 4888 4888 Support 5021 5021 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.37 1.37 Min req'd 1.37 1.37 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF3 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x15" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:13.81';Clearspan:13.563';Volume = 7.9cu.ft.;10laminations,5-1/2"maximumwidth, Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 71 Fv' = 265 psi fv/Fv' = 0.27 Bending(+) fb = 966 Fb' = 2400 psi fb/Fb' = 0.40 Live Defl'n 0.15 = < L/999 0.46 = L/360 in 0.33 Total Defl'n 0.23 = L/725 0.68 = L/240 in 0.33 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L Load Types: D=dead L=live Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 4849, V design = 3924 (NDS 3.4.3.1(a)) lbs; M(+) = 16604 lbs-ft EI = 2784.33e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 120 of 144 SF4 Nov.4,202413:13 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(1.00') psf Load3 Live Full Area 40.00(1.00') psf Load4 Dead Full Area 15.00(9.00') psf Load5 Snow Full Area 25.00(9.00') psf Load6 Dead Point 1.75 1228 lbs Load7 Live Point 1.75 3660 lbs Self-weight Dead Full UDL 7.3 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.251' 6.125'0' Unfactored: Dead 1630 1061 Live 2791 1119 Snow 707 699 Factored: Total 4421 2425 Bearing: Capacity Beam 4421 2425 Support 4707 2581 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #3 Length 1.94 1.07 Min req'd 1.94 1.07 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF4 Glulam-Unbalan.,WestSpecies,24F-V4 DF,3-1/2"x9" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.25';Clearspan:6';Volume = 1.4cu.ft.;6laminations,3-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 199 Fv' = 265 psi fv/Fv' = 0.75 Bending(+) fb = 1763 Fb' = 2361 psi fb/Fb' = 0.75 Live Defl'n 0.06 = < L/999 0.20 = L/360 in 0.30 Total Defl'n 0.12 = L/608 0.31 = L/240 in 0.39 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0.984 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #3 = D + 0.75(L + S) Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 4400, V design = 4173 (NDS 3.4.3.1(a)) lbs; M(+) = 6943 lbs-ft EI = 382.72e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 6.13' Le = 12.25' RB = 10.4 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 121 of 144 SF5 Nov.4,202413:14 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(13.25') psf Load2 Live Full Area 40.00(13.25') psf Self-weight Dead Full UDL 12.4 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 8.138' 8.069'0' Unfactored: Dead 697 697 Live 2157 2157 Factored: Total 2854 2854 Bearing: Capacity Beam 2854 2854 Support 3048 3048 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 0.83 0.83 Min req'd 0.83 0.83 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF5 Timber-soft, D.Fir-L, No.2,6x10(5-1/2"x9-1/2") Supports:All-Timber-softBeam, D.Fir-L No.2 Totallength:8.13'; Clear span:8.0';Volume=3.0 cu.ft.;Beamor stringer Lateral support: top=at supports,bottom=at supports; ThissectionPASSESthedesigncodecheck. Analysisvs.Allowable StressandDeflection using NDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 65 Fv' = 170 psi fv/Fv' = 0.38 Bending(+) fb = 828 Fb' = 875 psi fb/Fb' = 0.95 Live Defl'n 0.10 = L/978 0.27 = L/360 in 0.37 Total Defl'n 0.15 = L/658 0.40 = L/240 in 0.36 AdditionalData: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 875 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L Load Types: D=dead L=live Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 2830, V design = 2250 (NDS 3.4.3.1(a)) lbs; M(+) = 5709 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 122 of 144 SF6 Nov.4,202413:14 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.08 2.08 12.00(14.00') psf Load2 Live Partial Area 0.08 2.08 40.00(14.00') psf Load3 Dead Partial Area 2.08 4.08 12.00(9.75') psf Load4 Live Partial Area 2.08 4.08 40.00(9.75') psf Load5 Dead Point 2.08 342 lbs Load6 Live Point 2.08 1031 lbs Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 4.147' 4.074'0' Unfactored: Dead 493 444 Live 1548 1383 Factored: Total 2040 1827 Bearing: Capacity Beam 2040 1827 Support 2259 2023 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.93 0.84 Min req'd 0.93 0.84 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF6 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:4.13';Clearspan:4.0';Volume = 0.7cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 95 Fv' = 180 psi fv/Fv' = 0.53 Bending(+) fb = 1053 Fb' = 1164 psi fb/Fb' = 0.91 Live Defl'n 0.03 = < L/999 0.14 = L/360 in 0.23 Total Defl'n 0.05 = < L/999 0.20 = L/240 in 0.22 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.994 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L 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 = 2040, V design = 1608 (NDS 3.4.3.1(a)) lbs; M(+) = 2692 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 4.06' Le = 8.38' RB = 7.7 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 123 of 144 SF7 Nov.4,202413:15 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial UDL 0.09 3.59 80.0 80.0 plf Load2 Dead Partial UDL 9.59 13.34 80.0 80.0 plf Load3 Dead Partial Area 0.09 3.59 12.00(2.25') psf Load4 Live Partial Area 0.09 3.59 40.00(2.25') psf Load5 Dead Partial Area 3.59 9.59 12.00(2.58') psf Load6 Live Partial Area 3.59 9.59 40.00(2.58') psf Load7 Dead Partial Area 9.59 13.34 12.00(2.25') psf Load8 Live Partial Area 9.59 13.34 40.00(2.25') psf Load9 Dead Partial Area 0.09 3.59 15.00(2.50') psf Load10 Snow Partial Area 0.09 3.59 25.00(2.50') psf Load11 Dead Partial Area 9.59 13.34 15.00(2.50') psf Load12 Snow Partial Area 9.59 13.34 25.00(2.50') psf Load13 Dead Full Area 12.00(2.00') psf Load14 Snow Full Area 25.00(2.00') psf Load15 Dead Point 3.59 451 lbs Load16 Live Point 3.59 121 lbs Load17 Snow Point 3.59 245 lbs Load18 Dead Point 9.59 451 lbs Load19 Live Point 9.59 121 lbs Load20 Snow Point 9.59 245 lbs Self-weight Dead Full UDL 18.2 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 13.424' 13.337'0' Unfactored: Dead 1352 1348 Live 760 754 Snow 808 806 Factored: Total 2528 2518 Bearing: Capacity Beam 2740 2729 Support 2528 2518 Des ratio Beam 0.92 0.92 Support 1.00 1.00 Load comb #3 #3 Length 1.04 1.04 Min req'd 1.04** 1.04** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 **Minimumbearing lengthgovernedby therequiredwidthof thesupportingmember. SF7 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:13.44';Clearspan:13.25';Volume = 5.9cu.ft. Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 48 Fv' = 328 psi fv/Fv' = 0.15 Bending(+) fb = 499 Fb' = 2828 psi fb/Fb' = 0.18 Live Defl'n 0.05 = < L/999 0.44 = L/360 in 0.10 Total Defl'n 0.12 = < L/999 0.67 = L/240 in 0.18 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 285 1.15 - 1.00 - - - - 1.00 - 3 Fb'+ 2600 1.15 - 1.00 1.000 0.946 - 1.00 1.00 - 3 Fcp' 750 - - 1.00 - - - - 1.00 - - E' 1.9 million - 1.00 - - - - 1.00 - 3 Eminy' 0.95 million - 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 = 2526, V design = 2014 (NDS 3.4.3.1(a)) lbs; M(+) = 7859 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" Design Notes: 1.Analysisanddesignare inaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflection limitsareappropriateforyourapplication. 3.BUILT-UPBEAMS: it isassumed thateachply isasinglecontinuousmember(that is,nobutt jointsarepresent)and thateachply isequally top-loaded.Wherebeamsareside-loaded,specialfasteningdetailsmayberequired. 4.SCL:Structuralcomposite lumberdesign hasassumed:-dryserviceconditions-nopreservativeorfire-retardant treatment-nonotches 5.BUILT-UPSCL:Contactmanufacturerforconnectiondetailswhenside-loadedorwhen loadsarenotappliedequally toall plies. 6.SCL:Sheardeflection iscalculatedusing truemodulusofelasticityEandshearmodulusG = E/16. Page 124 of 144 SF8 Nov.4,202413:25 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial UDL 13.60 18.18 80.0 80.0 plf Load2 Dead Partial Area 0.10 10.60 12.00(7.75') psf Load3 Live Partial Area 0.10 10.60 40.00(7.75') psf Load4 Dead Partial Area 10.60 13.60 12.00(8.75') psf Load5 Live Partial Area 10.60 13.60 40.00(8.75') psf Load6 Dead Partial Area 13.60 18.18 12.00(8.75') psf Load7 Live Partial Area 13.60 18.18 40.00(8.75') psf Load8 Dead Partial Area 13.60 18.18 15.00(3.75') psf Load9 Snow Partial Area 13.60 18.18 25.00(3.75') psf Load10 Dead Partial Area 13.60 18.18 15.00(3.00') psf Load11 Snow Partial Area 13.60 18.18 25.00(3.00') psf Load12 Dead Point 13.60 1099 lbs Load13 Live Point 13.60 582 lbs Load14 Snow Point 13.60 742 lbs Self-weight Dead Full UDL 17.1 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 18.326' 18.203'0' Unfactored: Dead 1405 2608 Live 3018 3472 Snow 290 1225 Factored: Total 4423 6130 Bearing: Capacity Beam 4423 6130 Support 4543 6296 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #3 Length 1.24 1.71 Min req'd 1.24 1.71 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF8 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x13-1/2" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:18.31';Clearspan:18.063';Volume = 9.4cu.ft.;9laminations,5-1/2"maximumwidth, Lateralsupport: top = continuous,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 = 1689 Fb' = 2389 psi fb/Fb' = 0.71 Live Defl'n 0.44 = L/497 0.61 = L/360 in 0.72 Total Defl'n 0.82 = L/265 0.91 = L/240 in 0.90 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 0.995 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #3 = D + 0.75(L + S) Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 6079, V design = 5353 (NDS 3.4.3.1(a)) lbs; M(+) = 23507 lbs-ft EI = 2029.78e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" 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 125 of 144 SF9 Nov.4,202413:27 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.05 2.80 15.00(4.50') psf Load2 Snow Partial Area 0.05 2.80 25.00(4.50') psf Load3 Dead Partial Area 2.80 8.30 15.00(4.17') psf Load4 Snow Partial Area 2.80 8.30 25.00(4.17') psf Load5 Dead Partial Area 8.30 12.30 15.00(4.50') psf Load6 Snow Partial Area 8.30 12.30 25.00(4.50') psf Load7 Dead Partial Area 12.30 16.05 15.00(5.75') psf Load8 Snow Partial Area 12.30 16.05 25.00(5.75') psf Load9 Dead Point 2.80 86 lbs Load10 Live Point 2.80 15 lbs Load11 Snow Point 2.80 41 lbs Load12 Dead Point 8.30 86 lbs Load13 Live Point 8.30 15 lbs Load14 Snow Point 8.30 41 lbs Load15 Dead Point 12.30 911 lbs Load16 Live Point 12.30 432 lbs Load17 Snow Point 12.30 596 lbs Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 16.121' 16.061'0' Unfactored: Dead 979 1468 Live 122 340 Snow 1079 1471 Factored: Total 2058 2939 Bearing: Capacity Beam 2058 2939 Support 2198 3139 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #4 #4 Length 0.60 0.86 Min req'd 0.60 0.86 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF9 Timber-soft, D.Fir-L, No.2,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:16.13';Clearspan:16.0';Volume = 7.1cu.ft.;Beamorstringer Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 64 Fv' = 195 psi fv/Fv' = 0.33 Bending(+) fb = 997 Fb' = 1006 psi fb/Fb' = 0.99 Live Defl'n 0.26 = L/739 0.54 = L/360 in 0.49 Total Defl'n 0.64 = L/298 0.80 = L/240 in 0.80 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICALLOADCOMBINATIONS: Shear : LC #4 = D + S Bending(+): LC #4 = D + S Deflection: LC #4 = D + S (live) LC #4 = D + S (total) Bearing : Support 1 – LC #4 = D + S Support 2 – LC #4 = D + S Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 2939, V design = 2705 (NDS 3.4.3.1(a)) lbs; M(+) = 10073 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" 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 126 of 144 SF10 Nov.4,202413:43 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial UDL No 2.54 17.47 80.0 80.0 plf Load2 Dead Partial Area No 2.54 17.47 12.00(1.00') psf Load3 Live Partial Area Yes 2.54 17.47 40.00(1.00') psf Load4 Dead Partial Area No 2.54 17.47 15.00(1.00') psf Load5 Snow Partial Area Yes 2.54 17.47 25.00(1.00') psf Load6 Dead Partial Area No 2.54 5.04 15.00(8.50') psf Load7 Snow Partial Area Yes 2.54 5.04 25.00(8.50') psf Load8 Dead Partial Area No 5.04 15.04 15.00(13.75') psf Load9 Snow Partial Area Yes 5.04 15.04 25.00(13.75') psf Load10 Dead Partial Area No 14.96 17.42 15.00(9.25') psf Load11 Snow Partial Area Yes 14.96 17.42 25.00(9.25') psf Load12 Dead Point No 2.54 1352 lbs Load13 Live Point Yes 2.54 760 lbs Load14 Snow Point Yes 2.54 808 lbs Load15 Dead Point No 7.21 1405 lbs Load16 Live Point Yes 7.21 3018 lbs Load17 Snow Point Yes 7.21 290 lbs Load18 Dead Point No 14.96 1883 lbs Load19 Snow Point Yes 14.96 2909 lbs Self-weight Dead Full UDL No 13.3 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 7.169' 17.474' 17.385'0' Unfactored: Dead 617 6078 2496 Live 493 3790 177 Snow 463 5457 3373 Factored: Total 1335 13013 5869 Bearing: Capacity Beam 1787 14010 5869 Support 1836 13013 6028 Des ratio Beam 0.75 0.93 1.00 Support 0.73 1.00 0.97 Load comb #11 #3 #9 Length 0.50* 3.54 1.64 Min req'd 0.50* 3.54** 1.64 Cb 1.00 1.11 1.00 Cb min 1.00 1.11 1.00 Cb support 1.07 1.07 1.07 Fcp sup 625 625 625 *Minimumbearing lengthsettingused:1/2"forendsupports **Minimumbearing lengthgovernedby therequiredwidthof thesupportingmember. SF10 Glulam-Unbalan.,WestSpecies,24F-V4DF,5-1/2"x10-1/2" Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:17.5';Clearspan:7',10';Volume = 7.0cu.ft.;7 laminations,5-1/2"maximumwidth, Lateralsupport: top = continuous,bottom = atendsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 139 Fv' = 305 psi fv/Fv' = 0.46 Bending(+) fb = 1517 Fb' = 2760 psi fb/Fb' = 0.55 Bending(-) fb = 1256 Fb' = 2088 psi fb/Fb' = 0.60 Live Defl'n 0.11 = < L/999 0.34 = L/360 in 0.33 Total Defl'n 0.23 = L/542 0.51 = L/240 in 0.44 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 9 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 9 Fb'- 1850 1.15 1.00 1.00 0.982 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 - - 9 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 9 CRITICALLOADCOMBINATIONS: Shear : LC #9 = D + S (pattern: sS) Bending(+): LC #9 = D + S (pattern: sS) Bending(-): LC #4 = D + S Deflection: LC #9 = (live) LC #9 = (total) Bearing : Support 1 – LC #11 = D + 0.75(L + S) (pattern: Xs) Support 2 – LC #3 = D + 0.75(L + S) Support 3 – LC #9 = D + S (pattern: sS) Load Types: D=dead L=live S=snow Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 5854, V design = 5355 (NDS 3.4.3.1(a)) lbs M(+) = 12773 lbs-ft; M(-) = 10576 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 = 17.38' Le = 32.00' RB = 11.5; Lu based on full span Design Notes: 1.Analysisanddesignare inaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflection limitsareappropriateforyourapplication. 3.Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufactured inaccordancewithANSIA190.1-2012 4.Gradeswithequal bendingcapacity in the topandbottomedgesof thebeamcross-sectionarerecommendedforcontinuousbeams. 5.GLULAM:bxd = actual breadthxactual depth. 6.GlulamBeamsshall be laterallysupportedaccording to theprovisionsofNDSClause3.3.3. 7.GLULAM:bearing lengthbasedonsmallerofFcp(tension),Fcp(comp'n). Page 127 of 144 SF11 Nov.4,202413:46 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(3.50') psf Load3 Live Full Area 40.00(3.50') psf Load4 Dead Partial Area 0.18 4.18 15.00(21.75') psf Load5 Snow Partial Area 0.18 4.18 25.00(21.75') psf Load6 Dead Partial Area 12.18 15.18 15.00(21.75') psf Load7 Snow Partial Area 12.18 15.18 25.00(21.75') psf Load8 Dead Point 4.18 1287 lbs Load9 Snow Point 4.18 2097 lbs Load10 Dead Point 12.18 1338 lbs Load11 Snow Point 12.18 2181 lbs Self-weight Dead Full UDL 17.1 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 15.353' 15.176'0' Unfactored: Dead 3506 3535 Live 1075 1075 Snow 4023 4062 Factored: Total 7529 7597 Bearing: Capacity Beam 7529 7597 Support 7733 7802 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #4 #4 Length 2.11 2.12 Min req'd 2.11 2.12 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF11 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x13-1/2" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:15.38';Clearspan:15';Volume = 7.9cu.ft.;9laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 130 Fv' = 305 psi fv/Fv' = 0.43 Bending(+) fb = 1625 Fb' = 2673 psi fb/Fb' = 0.61 Live Defl'n 0.26 = L/709 0.51 = L/360 in 0.51 Total Defl'n 0.61 = L/296 0.76 = L/240 in 0.81 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 0.968 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 = 7586, V design = 6438 (NDS 3.4.3.1(a)) lbs; M(+) = 22625 lbs-ft EI = 2029.78e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 15.19' Le = 28.13' RB = 12.3 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 128 of 144 SF12 Nov.4,202413:48 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(3.50') psf Load3 Live Full Area 40.00(3.50') psf Load4 Dead Partial Area 0.10 6.85 15.00(21.75') psf Load5 Snow Partial Area 0.10 6.85 25.00(21.75') psf Load6 Dead Point 6.85 687 lbs Load7 Snow Point 6.85 1125 lbs Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 7.712' 7.606'0' Unfactored: Dead 1811 2133 Live 539 541 Snow 2138 2657 Factored: Total 3949 4790 Bearing: Capacity Beam 3949 4790 Support 4218 5117 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #4 #4 Length 1.15 1.39 Min req'd 1.15 1.39 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF12 Timber-soft, D.Fir-L, No.2,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:7.69';Clearspan:7.5';Volume = 3.4cu.ft.;Beamorstringer Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 97 Fv' = 195 psi fv*/Fv' = 0.49 Bending(+) fb = 780 Fb' = 999 psi fb/Fb' = 0.78 Live Defl'n 0.05 = < L/999 0.25 = L/360 in 0.20 Total Defl'n 0.11 = L/811 0.38 = L/240 in 0.30 *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' 170 1.15 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 875 1.15 1.00 1.00 0.993 1.000 - 1.00 1.00 1.00 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICALLOADCOMBINATIONS: Shear : LC #4 = D + S Bending(+): LC #4 = D + S Deflection: LC #4 = D + S (live) LC #4 = D + S (total) Bearing : Support 1 – LC #4 = D + S Support 2 – LC #4 = D + S Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 4783, V design* = 4075 (NDS 3.4.3.1(a)) lbs; M(+) = 7883 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 = 7.63' Le = 15.25' RB = 8.3 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 129 of 144 SF13 Nov.4,202413:49 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(1.00') psf Load3 Live Full Area 40.00(1.00') psf Load4 Dead Full Area 15.00(2.00') psf Load5 Snow Full Area 25.00(2.00') psf Load6 Dead Point 1.73 1228 lbs Load7 Live Point 1.73 3660 lbs Self-weight Dead Full UDL 7.3 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.218' 6.109'0' Unfactored: Dead 1299 732 Live 2792 1117 Snow 156 154 Factored: Total 4090 1849 Bearing: Capacity Beam 4090 1849 Support 4354 1969 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 1.80 0.81 Min req'd 1.80 0.81 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF13 Glulam-Unbalan.,WestSpecies,24F-V4 DF,3-1/2"x9" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.19';Clearspan:6';Volume = 1.4cu.ft.;6laminations,3-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 188 Fv' = 265 psi fv/Fv' = 0.71 Bending(+) fb = 1658 Fb' = 2361 psi fb/Fb' = 0.70 Live Defl'n 0.06 = < L/999 0.20 = L/360 in 0.30 Total Defl'n 0.11 = L/686 0.31 = L/240 in 0.35 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0.984 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #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 = 4078, V design = 3939 (NDS 3.4.3.1(a)) lbs; M(+) = 6530 lbs-ft EI = 382.72e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 6.13' Le = 12.19' 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 130 of 144 SF14 Nov.4,202413:51 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(2.25') psf Load3 Live Full Area 40.00(2.25') psf Load4 Dead Full Area 15.00(2.50') psf Load5 Snow Full Area 25.00(2.50') psf Load6 Dead Full Area 15.00(2.00') psf Load7 Snow Full Area 25.00(2.00') psf Self-weight Dead Full UDL 18.2 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 13.409' 13.329'0' Unfactored: Dead 1291 1291 Live 603 603 Snow 754 754 Factored: Total 2309 2309 Bearing: Capacity Beam 2503 2503 Support 2309 2309 Des ratio Beam 0.92 0.92 Support 1.00 1.00 Load comb #3 #3 Length 0.95 0.95 Min req'd 0.95** 0.95** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. SF14 LVLn-ply,1.8E,2600Fb,1-3/4"x18",2-ply(3-1/2"x18") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:13.44';Clearspan:13.25';Volume = 5.9cu.ft. Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 42 Fv' = 328 psi fv/Fv' = 0.13 Bending(+) fb = 486 Fb' = 2828 psi fb/Fb' = 0.17 Live Defl'n 0.04 = < L/999 0.44 = L/360 in 0.09 Total Defl'n 0.12 = < L/999 0.67 = L/240 in 0.17 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 285 1.15 - 1.00 - - - - 1.00 - 3 Fb'+ 2600 1.15 - 1.00 1.000 0.946 - 1.00 1.00 - 3 Fcp' 750 - - 1.00 - - - - 1.00 - - E' 1.9 million - 1.00 - - - - 1.00 - 3 Eminy' 0.95 million - 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 = 2296, V design = 1766 (NDS 3.4.3.1(a)) lbs; M(+) = 7652 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" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.BUILT-UPBEAMS:itisassumed thateachplyisasinglecontinuousmember(thatis,nobuttjointsarepresent)and thateachplyisequally top-loaded.Wherebeamsareside-loaded,specialfasteningdetailsmayberequired. 4.SCL:Structuralcompositelumberdesignhasassumed:-dryserviceconditions-nopreservativeorfire-retardant treatment-nonotches 5.BUILT-UPSCL:Contactmanufacturerforconnectiondetailswhenside-loadedorwhenloadsarenotappliedequally toallplies. 6.SCL:Sheardeflectioniscalculatedusing truemodulusofelasticityEandshearmodulus G = E/16. Page 131 of 144 SF15 Nov.4,202413:51 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.05 12.30 15.00(4.50') psf Load2 Snow Partial Area 0.05 12.30 25.00(4.50') psf Load3 Dead Partial Area 12.30 16.05 15.00(5.75') psf Load4 Snow Partial Area 12.30 16.05 25.00(5.75') psf Load5 Dead Point 12.30 882 lbs Load6 Live Point 12.30 356 lbs Load7 Snow Point 12.30 569 lbs Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 16.115' 16.058'0' Unfactored: Dead 877 1396 Live 84 272 Snow 1049 1438 Factored: Total 1926 2834 Bearing: Capacity Beam 1926 2834 Support 2057 3027 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #4 #4 Length 0.56 0.82 Min req'd 0.56 0.82 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF15 Timber-soft, D.Fir-L, No.2,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:16.13';Clearspan:16.0';Volume = 7.1cu.ft.;Beamorstringer Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 62 Fv' = 195 psi fv/Fv' = 0.32 Bending(+) fb = 945 Fb' = 991 psi fb/Fb' = 0.95 Live Defl'n 0.25 = L/759 0.54 = L/360 in 0.47 Total Defl'n 0.61 = L/317 0.80 = L/240 in 0.76 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 875 1.15 1.00 1.00 0.985 1.000 - 1.00 1.00 1.00 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICALLOADCOMBINATIONS: Shear : LC #4 = D + S Bending(+): LC #4 = D + S Deflection: LC #4 = D + S (live) LC #4 = D + S (total) Bearing : Support 1 – LC #4 = D + S Support 2 – LC #4 = D + S Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 2834, V design = 2600 (NDS 3.4.3.1(a)) lbs; M(+) = 9548 lbs-ft EI = 906.17e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 16.06' Le = 29.56' RB = 11.6 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 132 of 144 SF16 Nov.4,202413:54 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial UDL No 2.54 17.50 80.0 80.0 plf Load2 Dead Partial Area No 2.54 17.50 12.00(1.00') psf Load3 Live Partial Area Yes 2.54 17.50 40.00(1.00') psf Load4 Dead Partial Area No 2.54 17.50 15.00(1.00') psf Load5 Snow Partial Area Yes 2.54 17.50 25.00(1.00') psf Load6 Dead Partial Area No 2.54 5.04 15.00(8.50') psf Load7 Snow Partial Area Yes 2.54 5.04 25.00(8.50') psf Load8 Dead Partial Area No 5.04 15.04 15.00(13.75') psf Load9 Snow Partial Area Yes 5.04 15.04 25.00(13.75') psf Load10 Dead Partial Area No 14.94 17.40 15.00(2.00') psf Load11 Snow Partial Area Yes 14.94 17.40 25.00(2.00') psf Load12 Dead Point No 2.58 1291 lbs Load13 Live Point Yes 2.58 603 lbs Load14 Snow Point Yes 2.58 754 lbs Load15 Dead Point No 7.23 1405 lbs Load16 Live Point Yes 7.23 3018 lbs Load17 Snow Point Yes 7.23 290 lbs Load18 Dead Point No 14.94 3832 lbs Load19 Snow Point Yes 14.94 6244 lbs Self-weight Dead Full UDL No 13.3 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 7.188' 17.581' 17.458'0' Unfactored: Dead 392 6845 3578 Live 399 3723 176 Snow 273 6774 5238 Factored: Uplift -201 Total 896 14718 8816 Bearing: Capacity Beam 1787 15670 8816 Support 1836 14718 9055 Des ratio Beam 0.50 0.94 1.00 Support 0.49 1.00 0.97 Load comb #11 #3 #9 Length 0.50* 4.01 2.47 Min req'd 0.50* 4.01** 2.47 Cb 1.00 1.09 1.00 Cb min 1.00 1.09 1.00 Cb support 1.07 1.07 1.07 Fcp sup 625 625 625 *Minimumbearing lengthsettingused:1/2"forendsupports **Minimumbearing lengthgovernedby therequiredwidthof thesupportingmember. SF16 Glulam-Unbalan.,WestSpecies,24F-V4DF,5-1/2"x10-1/2" Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:17.56';Clearspan:7',10';Volume = 7.1cu.ft.;7 laminations,5-1/2"maximumwidth, Lateralsupport: top = continuous,bottom = atendsupports; 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 = 2572 Fb' = 2760 psi fb/Fb' = 0.93 Bending(-) fb = 1680 Fb' = 2088 psi fb/Fb' = 0.80 Live Defl'n 0.18 = L/693 0.34 = L/360 in 0.52 Total Defl'n 0.35 = L/349 0.51 = L/240 in 0.69 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 9 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 9 Fb'- 1850 1.15 1.00 1.00 0.981 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 - - 9 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 9 CRITICALLOADCOMBINATIONS: Shear : LC #9 = D + S (pattern: sS) Bending(+): LC #9 = D + S (pattern: sS) Bending(-): LC #4 = D + S Deflection: LC #9 = (live) LC #9 = (total) Bearing : Support 1 – LC #11 = D + 0.75(L + S) (pattern: Xs) Support 2 – LC #3 = D + 0.75(L + S) Support 3 – LC #9 = D + S (pattern: sS) Uplift : Support 1 – LC #9 = D + S (pattern: sS) Load Types: D=dead L=live S=snow Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 8813, V design = 8573 (NDS 3.4.3.1(a)) lbs M(+) = 21661 lbs-ft; M(-) = 14152 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 = 17.44' Le = 32.13' RB = 11.6; Lu based on full span Design Notes: 1.Analysisanddesignare inaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflection limitsareappropriateforyourapplication. 3.Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufactured inaccordancewithANSIA190.1-2012 4.Gradeswithequal bendingcapacity in the topandbottomedgesof thebeamcross-sectionarerecommendedforcontinuousbeams. 5.GLULAM:bxd = actual breadthxactual depth. 6.GlulamBeamsshall be laterallysupportedaccording to theprovisionsofNDSClause3.3.3. 7.GLULAM:bearing lengthbasedonsmallerofFcp(tension),Fcp(comp'n). Page 133 of 144 SF17 Nov.4,202413:55 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(5.50') psf Load2 Snow Full Area 25.00(5.50') psf Self-weight Dead Full UDL 15.0 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 17.178' 17.129'0' Unfactored: Dead 837 837 Snow 1181 1181 Factored: Total 2018 2018 Bearing: Capacity Beam 2018 2018 Support 2156 2156 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 SF17 Timber-soft, D.Fir-L, No.2,6x12(5-1/2"x11-1/2") Supports:All-Timber-softBeam, D.Fir-L No.2 Totallength:17.19'; Clear span:17.063';Volume=7.5 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 = 853 Fb' = 990 psi fb/Fb' = 0.86 Live Defl'n 0.29 = L/699 0.57 = L/360 in 0.51 Total Defl'n 0.61 = L/338 0.86 = L/240 in 0.71 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 0.983 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 = 2013, V design = 1782 (NDS 3.4.3.1(a)) lbs; M(+) = 8619 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 = 17.13' Le = 31.50' RB = 12.0 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 134 of 144 SF18 Nov.4,202414:00 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(3.50') psf Load3 Live Full Area 40.00(3.50') psf Load4 Dead Partial Area 0.34 1.34 15.00(2.00') psf Load5 Snow Partial Area 0.34 1.34 25.00(2.00') psf Load6 Dead Partial Area 1.34 4.34 15.00(20.75') psf Load7 Snow Partial Area 1.34 4.34 25.00(20.75') psf Load8 Dead Partial Area 12.34 15.34 15.00(22.75') psf Load9 Snow Partial Area 12.34 15.34 25.00(22.75') psf Load10 Dead Point 1.34 2648 lbs Load11 Snow Point 1.34 4179 lbs Load12 Dead Point 4.34 1287 lbs Load13 Snow Point 4.34 2097 lbs Load14 Earthquake Point 4.34 3853 lbs Load15 Dead Point 12.34 1338 lbs Load16 Snow Point 12.34 2181 lbs Load17 Dead Full Area 15.00(3.50') psf Load18 Snow Full Area 25.00(3.50') psf Self-weight Dead Full UDL 19.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 15.554' 15.277'0' Unfactored: Dead 6068 4196 Live 1093 1085 Snow 8024 5107 Earthquake 2802 1051 Factored: Total 14377 9392 Bearing: Capacity Beam 14377 9392 Support 14766 9647 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #5 #5 Length 4.02 2.63 Min req'd 4.02 2.63 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF18 Glulam-Unbalan.,WestSpecies,24F-V4DF,5-1/2"x15" Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:15.56';Clearspan:15';Volume = 8.9cu.ft.;10 laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 219 Fv' = 305 psi fv*/Fv' = 0.72 Bending(+) fb = 1840 Fb' = 2654 psi fb/Fb' = 0.69 Live Defl'n 0.32 = L/574 0.51 = L/360 in 0.63 Total Defl'n 0.66 = L/277 0.76 = L/240 in 0.87 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 2400 1.15 1.00 1.00 0.962 1.000 - - 1.00 1.00 - 4 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 5 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 5 CRITICALLOADCOMBINATIONS: Shear : LC #4 = D + S Bending(+): LC #4 = D + S Deflection: LC #5 = D + 0.75(L + S + 0.7E) (live) LC #5 = D + 0.75(L + S + 0.7E) (total) Bearing : Support 1 – LC #5 = D + 0.75(L + S + 0.7E) Support 2 – LC #5 = D + 0.75(L + S + 0.7E) Load Types: D=dead L=live S=snow E=earthquake Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 14048, V design* = 12069 (NDS 3.4.3.1(a)) lbs; M(+) = 31619 lbs-ft EI = 2784.33e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 15.25' Le = 28.63' RB = 13.1 Design Notes: 1.Analysisanddesignare inaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflection limitsareappropriateforyourapplication. 3.Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufactured inaccordancewithANSIA190.1-2012 4.GLULAM:bxd = actual breadthxactual depth. 5.GlulamBeamsshall be laterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6.GLULAM:bearing lengthbasedonsmallerofFcp(tension),Fcp(comp'n). Page 135 of 144 SF19 Nov.4,202414:02 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(3.50') psf Load3 Live Full Area 40.00(3.50') psf Load4 Dead Partial Area 0.20 4.20 15.00(21.75') psf Load5 Snow Partial Area 0.20 4.20 25.00(21.75') psf Load6 Dead Partial Area 12.20 15.20 15.00(21.75') psf Load7 Snow Partial Area 12.20 15.20 25.00(21.75') psf Load8 Dead Point 4.20 1287 lbs Load9 Snow Point 4.20 2097 lbs Load10 Dead Point 12.20 1338 lbs Load11 Snow Point 12.20 2181 lbs Load12 Dead Full Area 15.00(3.50') psf Load13 Snow Full Area 25.00(3.50') psf Self-weight Dead Full UDL 17.1 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 15.403' 15.201'0' Unfactored: Dead 3914 3942 Live 1078 1078 Snow 4696 4736 Factored: Total 8611 8678 Bearing: Capacity Beam 8611 8678 Support 8844 8913 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #4 #4 Length 2.41 2.43 Min req'd 2.41 2.43 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF19 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x13-1/2" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:15.38';Clearspan:15';Volume = 7.9cu.ft.;9laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 148 Fv' = 305 psi fv/Fv' = 0.49 Bending(+) fb = 1903 Fb' = 2673 psi fb/Fb' = 0.71 Live Defl'n 0.31 = L/587 0.51 = L/360 in 0.61 Total Defl'n 0.72 = L/254 0.76 = L/240 in 0.94 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 0.968 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 = 8651, V design = 7330 (NDS 3.4.3.1(a)) lbs; M(+) = 26486 lbs-ft EI = 2029.78e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 15.19' Le = 28.13' RB = 12.3 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 136 of 144 SF20 Nov.4,202414:04 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial UDL 0.13 7.13 80.0 80.0 plf Load2 Dead Partial Area 0.13 7.13 12.00(1.00') psf Load3 Live Partial Area 0.13 7.13 40.00(1.00') psf Load4 Dead Full Area 15.00(2.00') psf Load5 Snow Full Area 25.00(2.00') psf Load6 Dead Point 7.13 4196 lbs Load7 Live Point 7.13 1085 lbs Load8 Snow Point 7.13 5107 lbs Load9 Earthquake Point 7.13 1051 lbs Self-weight Dead Full UDL 19.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 13.767' 13.633'0' Unfactored: Dead 2832 2680 Live 729 636 Snow 2804 2991 Earthquake 506 545 Factored: Total 5748 5686 Bearing: Capacity Beam 5748 5686 Support 5904 5840 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #5 #5 Length 1.61 1.59 Min req'd 1.61 1.59 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF20 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x15" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:13.75';Clearspan:13.5';Volume = 7.9cu.ft.;10laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 101 Fv' = 305 psi fv/Fv' = 0.33 Bending(+) fb = 2040 Fb' = 2669 psi fb/Fb' = 0.76 Live Defl'n 0.18 = L/885 0.45 = L/360 in 0.41 Total Defl'n 0.43 = L/379 0.68 = L/240 in 0.63 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 0.967 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 - - 5 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 5 CRITICALLOADCOMBINATIONS: Shear : LC #4 = D + S Bending(+): LC #4 = D + S Deflection: LC #5 = D + 0.75(L + S + 0.7E) (live) LC #5 = D + 0.75(L + S + 0.7E) (total) Bearing : Support 1 – LC #5 = D + 0.75(L + S + 0.7E) Support 2 – LC #5 = D + 0.75(L + S + 0.7E) Load Types: D=dead L=live S=snow E=earthquake Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 5666, V design = 5529 (NDS 3.4.3.1(a)) lbs; M(+) = 35068 lbs-ft EI = 2784.33e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 13.63' Le = 26.00' RB = 12.4 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 137 of 144 SF21 Nov.4,202414:05 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial UDL 0.12 7.12 80.0 80.0 plf Load2 Dead Partial Area 0.12 7.12 12.00(1.00') psf Load3 Live Partial Area 0.12 7.12 40.00(1.00') psf Load4 Dead Full Area 15.00(2.00') psf Load5 Snow Full Area 25.00(2.00') psf Load6 Dead Point 7.13 3901 lbs Load7 Live Point 7.13 1078 lbs Load8 Snow Point 7.13 4736 lbs Self-weight Dead Full UDL 17.1 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 13.747' 13.624'0' Unfactored: Dead 2675 2515 Live 726 632 Snow 2623 2801 Factored: Total 5298 5316 Bearing: Capacity Beam 5298 5316 Support 5442 5460 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #4 #4 Length 1.48 1.49 Min req'd 1.48 1.49 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF21 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x13-1/2" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:13.75';Clearspan:13.5';Volume = 7.1cu.ft.;9laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 105 Fv' = 305 psi fv/Fv' = 0.34 Bending(+) fb = 2351 Fb' = 2684 psi fb/Fb' = 0.88 Live Defl'n 0.23 = L/707 0.45 = L/360 in 0.51 Total Defl'n 0.55 = L/298 0.68 = L/240 in 0.80 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 0.973 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 = 5311, V design = 5191 (NDS 3.4.3.1(a)) lbs; M(+) = 32729 lbs-ft EI = 2029.78e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 13.63' Le = 25.56' RB = 11.7 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 138 of 144 F1 Nov.4,202414:07 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(16.0") psf Load2 Live Full Area 40.00(16.0") psf Self-weight Dead Full UDL 2.9 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 12.625' 12.563'0' Unfactored: Dead 119 119 Live 337 337 Factored: Total 456 456 Bearing: Capacity Joist 456 456 Support 879 879 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.75 0.75 Min req'd 0.75 0.75 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 F1 Lumber-soft, Hem-Fir, No.2,2x10(1-1/2"x9-1/4") Supports:All-Timber-softBeam, D.Fir-L No.2 Floorjoist spacedat16.0" c/c; Totallength:12.63'; Clear span:12.5';Volume=1.2 cu.ft. Lateral support: top= continuous,bottom=at supports; Repetitive factor:appliedwherepermitted(refer toonlinehelp); ThissectionPASSESthedesigncodecheck. Analysisvs.Allowable StressandDeflection using NDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 43 Fv' = 150 psi fv/Fv' = 0.29 Bending(+) fb = 799 Fb' = 1075 psi fb/Fb' = 0.74 Live Defl'n 0.23 = L/648 0.42 = L/360 in 0.55 Total Defl'n 0.36 = L/423 0.63 = L/240 in 0.57 AdditionalData: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.15 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L Load Types: D=dead L=live Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 454, V design = 396 (NDS 3.4.3.1(a)) lbs; M(+) = 1424 lbs-ft EI = 128.61e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" DesignNotes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuilding Code(IBC2021)and the National DesignSpecification(NDS2018),usingAllowableStress Design(ASD). Design valuesare from the NDSSupplement. 2.Please verify that thedefaultdeflectionlimitsareappropriate for yourapplication. 3.Sawnlumberbendingmembers shallbelaterally supportedaccording to theprovisionsof NDS Clause4.4.1. Page 139 of 144 F2 Nov.4,202414:08 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 12.00(9.50') psf Load2 Live Full Area Yes 40.00(9.50') psf Self-weight Dead Full UDL No 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.25' 10.543' 10.5'0' Unfactored: Dead 242 799 242 Live 881 2494 881 Factored: Total 1123 3292 1123 Bearing: Capacity Beam 1123 3794 1123 Support 1243 3292 1243 Des ratio Beam 1.00 0.87 1.00 Support 0.90 1.00 0.90 Load comb #3 #2 #4 Length 0.51 1.36 0.51 Min req'd 0.51 1.36** 0.51 Cb 1.00 1.28 1.00 Cb min 1.00 1.28 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.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:10.56';Clearspan:5.188',5.188';Volume = 2.4cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 57 Fv' = 180 psi fv/Fv' = 0.32 Bending(+) fb = 296 Fb' = 1061 psi fb/Fb' = 0.28 Bending(-) fb = 416 Fb' = 1061 psi fb/Fb' = 0.39 Live Defl'n 0.01 = < L/999 0.17 = L/360 in 0.07 Total Defl'n 0.02 = < L/999 0.26 = L/240 in 0.06 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 0.982 1.200 - 1.00 1.00 1.00 3 Fb'- 900 1.00 1.00 1.00 0.982 1.200 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #3 = D + L (pattern: L_) Bending(-): LC #2 = D + L Deflection: LC #3 = (live) LC #3 = (total) Bearing : Support 1 – LC #3 = D + L (pattern: L_) Support 2 – LC #2 = D + L Support 3 – LC #4 = D + L (pattern: _L) Load Types: D=dead L=live Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 1646, V design = 1234 (NDS 3.4.3.1(a)) lbs M(+) = 1233 lbs-ft; M(-) = 1728 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 = 10.50' Le = 19.44' RB = 13.3; Lu based on full length Lateral stability(-): Lu = 10.50' Le = 19.44' RB = 13.3; Lu based on full length Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.ContinuousorCantileveredBeams:NDSClause4.2.5.5requires thatnormalgradingprovisionsbeextended to themiddle2/3of2spanbeamsand to thefulllengthofcantileversandotherspans. 4.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 140 of 144 F3 Nov.4,202414:08 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(9.83') psf Load2 Live Full Area Yes 40.00(9.83') psf Load3 Dead Full Area No 12.00(15.00') psf Load4 Live Full Area Yes 40.00(15.00') psf Load5 Dead Point No 9.91 493 lbs Load6 Live Point Yes 9.91 1548 lbs Self-weight Dead Full UDL No 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 1.33'5.622' 10.001' 9.913'0' Unfactored: Dead 977 1545 1027 Live 3442 5329 3551 Factored: Total 4419 6874 4578 Bearing: Capacity Beam 4812 7029 4578 Support 4419 6874 5068 Des ratio Beam 0.92 0.98 1.00 Support 1.00 1.00 0.90 Load comb #5 #8 #7 Length 1.82 2.84 2.09 Min req'd 1.82** 2.84** 2.09 Cb 1.21 1.13 1.00 Cb min 1.21 1.13 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F3 Lumber-soft, D.Fir-L, No.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:10.0';Clearspan:1.25',4.125',4.063';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 = 108 Fv' = 180 psi fv/Fv' = 0.60 Bending(+) fb = 544 Fb' = 1064 psi fb/Fb' = 0.51 Bending(-) fb = 703 Fb' = 1064 psi fb/Fb' = 0.66 Deflection: Interior Live 0.02 = < L/999 0.14 = L/360 in 0.11 Total 0.02 = < L/999 0.21 = L/240 in 0.09 Cantil. Live -0.02 = < L/999 0.09 = L/180 in 0.17 Total -0.02 = < L/999 0.13 = L/120 in 0.12 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 8 Fb'+ 900 1.00 1.00 1.00 0.985 1.200 - 1.00 1.00 1.00 7 Fb'- 900 1.00 1.00 1.00 0.985 1.200 - 1.00 1.00 1.00 8 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 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 #4 = (live) LC #4 = (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 = 3469, V design = 2322 (NDS 3.4.3.1(a)) lbs M(+) = 2262 lbs-ft; M(-) = 2923 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 = 9.94' Le = 16.56' RB = 12.3; Lu based on full length Lateral stability(-): Lu = 9.94' Le = 16.56' RB = 12.3; Lu based on full length Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.ContinuousorCantileveredBeams:NDSClause4.2.5.5requires thatnormalgradingprovisionsbeextended to themiddle2/3of2spanbeamsand to thefulllengthofcantileversandotherspans. 4.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 141 of 144 F4 Nov.4,202414:11 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area No 0.04 5.54 12.00(10.00') psf Load2 Live Partial Area Yes 0.04 5.54 40.00(10.00') psf Load3 Dead Partial Area No 5.54 10.21 12.00(11.17') psf Load4 Live Partial Area Yes 5.54 10.21 40.00(11.17') psf Load5 Dead Partial Area No 0.04 3.87 12.00(9.75') psf Load6 Live Partial Area Yes 0.04 3.87 40.00(9.75') psf Load7 Dead Point No 3.87 429 lbs Load8 Live Point Yes 3.87 1327 lbs Self-weight Dead Full UDL No 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 4.42' 10.21' 8.84'10.17'0' Unfactored: Dead 473 1360 408 Live 1647 4434 1566 Factored: Total 2120 5794 1974 Bearing: Capacity Beam 2120 6054 2604 Support 2347 5794 1974 Des ratio Beam 1.00 0.96 0.76 Support 0.90 1.00 1.00 Load comb #7 #5 #8 Length 0.97 2.39 0.82 Min req'd 0.97 2.39** 0.82** Cb 1.00 1.16 1.46 Cb min 1.00 1.16 1.46 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 **Minimumbearing lengthgovernedby therequiredwidthof thesupportingmember. F4 Lumber-soft,D.Fir-L,No.2,4x10(3-1/2"x9-1/4") Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:10.19';Clearspan:4.25',4.313',1.313';Volume = 2.3cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 134 Fv' = 180 psi fv*/Fv' = 0.74 Bending(+) fb = 522 Fb' = 1064 psi fb/Fb' = 0.49 Bending(-) fb = 557 Fb' = 1064 psi fb/Fb' = 0.52 Deflection: Interior Live 0.02 = < L/999 0.15 = L/360 in 0.11 Total 0.02 = < L/999 0.22 = L/240 in 0.10 Cantil. Live 0.01 = < L/999 0.09 = L/180 in 0.11 Total 0.01 = < L/999 0.13 = L/120 in 0.08 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 5 Fb'+ 900 1.00 1.00 1.00 0.985 1.200 - 1.00 1.00 1.00 7 Fb'- 900 1.00 1.00 1.00 0.985 1.200 - 1.00 1.00 1.00 5 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 7 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 7 CRITICALLOADCOMBINATIONS: Shear : LC #5 = D + L (pattern: LL_) Bending(+): LC #7 = D + L (pattern: L_L) Bending(-): LC #5 = D + L (pattern: LL_) Deflection: LC #7 = (live) LC #7 = (total) Bearing : Support 1 – LC #7 = D + L (pattern: L_L) Support 2 – LC #5 = D + L (pattern: LL_) Support 3 – LC #8 = D + L (pattern: _LL) 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 = 4055, V design* = 2890 (NDS 3.4.3.1(a)) lbs M(+) = 2172 lbs-ft; M(-) = 2318 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 = 10.19' Le = 16.94' RB = 12.4; Lu based on full length Lateral stability(-): Lu = 10.19' Le = 16.94' RB = 12.4; 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. Page 142 of 144 F5 Nov.4,202414:13 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 60.00(16.0") psf Self-weight Dead Full UDL 2.2 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 6.842' 6.796'0' Unfactored: Dead 62 62 Live 274 274 Factored: Total 336 336 Bearing: Capacity Joist 336 336 Support 648 648 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.55 0.55 Min req'd 0.55 0.55 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 F5 Lumber-soft, Hem-Fir, No.2,2x8(1-1/2"x7-1/4") Supports:All-Timber-softBeam, D.Fir-L No.2 Floorjoist spacedat16.0" c/c; Totallength:6.81'; Clear span:6.75';Volume=0.5 cu.ft. Incised;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 = 38 Fv' = 120 psi fv/Fv' = 0.31 Bending(+) fb = 518 Fb' = 938 psi fb/Fb' = 0.55 Live Defl'n 0.07 = < L/999 0.23 = L/360 in 0.29 Total Defl'n 0.09 = L/930 0.34 = L/240 in 0.26 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 0.80 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 - 1.15 1.00 0.80 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 0.95 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 = 334, V design = 272 (NDS 3.4.3.1(a)) lbs; M(+) = 567 lbs-ft EI = 61.92e06 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 143 of 144 F6 Nov.4,202414:14 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area No 0.00 2.75 12.00(5.00') psf Load2 Live Partial Area Yes 0.00 2.75 60.00(5.00') psf Load3 Dead Partial Area No 2.75 8.27 12.00(3.50') psf Load4 Live Partial Area Yes 2.75 8.27 60.00(3.50') psf Self-weight Dead Full UDL No 5.2 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 1.33' 8.273' 8.247'0' Unfactored: Dead 281 159 Live 1278 744 Factored: Total 1560 903 Bearing: Capacity Beam 1560 903 Support 1757 1543 Des ratio Beam 1.00 1.00 Support 0.89 0.59 Load comb #2 #4 Length 0.73 0.64 Min req'd 0.73 0.64 Cb 1.52 1.00 Cb min 1.52 1.00 Cb support 1.11 1.11 Fcp sup 625 625 F6 Lumber-soft, Hem-Fir, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:8.25';Clearspan:1.313',6.875';Volume = 1.5cu.ft. Incised;Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 50 Fv' = 120 psi fv/Fv' = 0.42 Bending(+) fb = 612 Fb' = 876 psi fb/Fb' = 0.70 Bending(-) fb = 126 Fb' = 876 psi fb/Fb' = 0.14 Deflection: Interior Live 0.08 = < L/999 0.23 = L/360 in 0.36 Total 0.11 = L/779 0.35 = L/240 in 0.31 Cantil. Live -0.05 = L/311 0.09 = L/180 in 0.58 Total -0.06 = L/246 0.13 = L/120 in 0.49 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 0.80 2 Fb'+ 850 1.00 1.00 1.00 0.990 1.300 - 1.00 1.00 0.80 4 Fb'- 850 1.00 1.00 1.00 0.990 1.300 - 1.00 1.00 0.80 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 4 Emin' 0.47 million 1.00 1.00 - - - - 1.00 0.95 4 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #4 = D + L (pattern: _L) Bending(-): LC #2 = D + L Deflection: LC #4 = (live) LC #4 = (total) Bearing : Support 1 – LC #2 = D + L Support 2 – 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 = 1074, V design = 845 (NDS 3.4.3.1(a)) lbs M(+) = 1564 lbs-ft; M(-) = 323 lbs-ft EI = 144.49e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 6.94' Le = 11.75' RB = 9.1; Lu based on full span Lateral stability(-): Lu = 6.94' Le = 11.75' 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. Page 144 of 144