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Engineering CalcsP.O. BOX 108, MILTON, WA 98354 Phone (253) 344-1666 ENGINEERING, PLLC PHILLIPS STRUCTURAL ORIGINAL STAMP MUST BE RED TO BE VALID OCT. 28, 2024 10/28/2024 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 201 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2482-SHEAR(A).wswu Oct.28,202408:09:56 -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' E-1 A-1 A-2 B-1 D-2 C-1 D-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 3 of 201 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2482-SHEAR(A).wswu Oct.28,202408:10:09 -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' E-1 A-2 A-1 B-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 4 of 201 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 L2M-2482-SHEAR(A).wswu Oct.28,202408:10:25 Project Information DESIGNSETTINGS DesignCode IBC 2021/AWC SDPWS 2021 WindStandard ASCE 7-16 Directional (All heights) SeismicStandard ASCE 7-16 LoadCombinations ForDesignandMWFRSDeflection 0.7 Seismic 0.6 Basic wind ForDeflection(Wind:Serviceability) 1.0 Seismic 1.0 MRI wind BuildingCodeCapacityModification Wind Seismic 1.00 1.00 ServiceConditionsandLoadDuration Duration Factor - Temperature Range - MoistureContent Fabrication Service - - MaxShearwallOffset[ft] Plan (withinstory) 4.00 Elevation (betweenstories) 3.08 MaximumHeight-to-widthRatio Woodpanels Blocked Unblocked Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 2.0 - - - - - Ignoreshearresistancecontributionof... Wallsegments Seismic Don't ignore Any gypsum, lumber, fiberboard Forcesbasedon... Hold-downs Applied loads Dragstruts Applied loads Shearwallrelativerigidity:Wall capacity Non-identicalmaterialsandconstructionontheshearline:Not allowed DeflectionEquation:No deflection analysis Drift limitforwinddesign:1 / 500 story height FTAOstrap:Continuous at top of highest opening and bottom of lowest Dead load inchordforceforoverturningdesign Tensionend Compressionend Whencompletelycounteractsoverturning Wall length / 2 Wall length / 2 Wall length / 2 SITE INFORMATION RiskCategory Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure DesignWindSpeed 110 mph Exposure Exposure B Enclosure Partially enclosed StructureType Regular BuildingSystem Bearing Wall DesignCategory D SiteClass D Topographic Information[ft] Shape - Height - Length - SiteLocation: - Elev: 0ft Rigid building - Static analysis SpectralResponseAcceleration S1:0.500g Ss:1.510g FundamentalPeriod E-W N-S TUsed 0.209s 0.209s Approximate Ta 0.209s 0.209s Maximum T 0.292s 0.292s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.80Case 2 N-S loadsE-W loads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16 psf 8 psf ServiceabilityWindSpeed 100 mph 1 Page 5 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 20.02 0.0 Level2 12.02 1'-6.0 8.00 Level1 1.52 9.3 9.00 Foundation 0.75 BLOCKandROOF INFORMATION Block Roof Panels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story N-S Ridge LocationX,Y =0.00 8.50 North Gable 90.0 1.00 ExtentX,Y =30.00 48.50 South Gable 90.0 1.00 RidgeXLocation,Offset 15.00 0.00 East Side 30.0 1.00 Ridge Elevation,Height 28.68 8.66 West Side 30.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =0.00 6.00 North Joined 90.0 1.00 ExtentX,Y =19.25 2.50 South Gable 90.0 1.00 RidgeXLocation,Offset 9.63 0.00 East Side 30.0 1.00 Ridge Elevation,Height 25.58 5.56 West Side 30.0 1.00 Block 3 2 Story N-S Ridge LocationX,Y =6.25 2.00 North Joined 90.0 1.00 ExtentX,Y =13.00 4.00 South Gable 90.0 1.00 RidgeXLocation,Offset 12.75 0.00 East Side 30.0 1.00 Ridge Elevation,Height 23.77 3.75 West Side 30.0 1.00 2 Page 6 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in lbs/in in in 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 2 12 Y 1,2,3 2 Ext 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 6 12 Y 1,3 4 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 3 12 Y 1,2,3 Legend: Grp–WallDesignGroupnumber,used toreferencewall inother tables(createdbyprogram) Surf–Exterioror interiorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.3C Thick–Nominalpanelthickness GU-Gypsumunderlaythickness Ply–Numberofplies(or layers) inconstructionofplywoodsheets Or–Orientation of longerdimension of sheathingpanelsor lumberplanks.Dbl. = Doublediagonal. Gvtv–Shearstiffnessin lb/in.ofdepth fromSDPWSTablesC4.2.3A-B Type–Fastener type fromSDPWSTables4.3A-D: Common:commonwirenail;Box:galvanizedboxnail;Casing:casing nail; Roof:galvanizedroofingnail;Cooler:coolernail;WBoard:wallboard nail;Screw:drywallscrew;Gauge:nailmeasuredbygauge;Galv:galvanizedgaugenail;GWB:Gypsumwallboardbluednail Size-FromTables4.3A-DandTableA1;shown inWall Input fastenerdropdown Commonnails:6d = 0.113x2”,8d = 0.131x2.5”,10d =0.148x3”,12d = 0.148x3.5” Boxorcasing nails:6d = 0.099x2”,8d = 0.113x2.5”,10d =0.128x3”,12d = 0.126x3.5” Gauge,roofingandGWBnails:13ga = 0.92”x1-1/8”;11ga = 0.120”x1-1/8”(GWBnail forgypsum lath&plaster),1-1/4”(gyp.L&P),1-1/2” (wire lath&plaster,1/2” fiberboard ,1/2”GWB),1-3/4”(GSB,5/8”GWB,25/32” fiberboard,2-plyGWBbase),2-3/8”(2-plyGWB face) Coolerorwallboardnail:5d = .086”x1-5/8”;6d = .092”x1-7/8”;8d = .113”x2-3/8”;6/8d= 6d baseply,8d faceply for2-plyGWB. Drywallscrews:No.6,1-1/4” long. RS–Ring-shanknails(non-shearwallsonly),with increasedwithdrawalcapacityasperNDS12.2.3.2. Eg–Paneledge fastenerspacing.For lumbersheathing,no.ofnailsperboardatshearwall boundary.For2-plyGWB,spacing of all nails in face ply. Fd–Fieldspacing interior topanels.For lumbersheathing,no.ofnailsperboardat interiorstuds.For2-plyGWB,spacing of all nails in faceply. Bk–Sheathing isnailed toblocking at all panel edges;Y(es)orN(o) ApplyNotes–Notesbelow table legendwhichapply tosheathingside Notes: 1.Capacityhasbeenreducedforframingspecificgravityaccording toSDPWSTable4.3ANote3.Afactorof0.93 isappliedforHem.-Firframing and0.92forS.-P.-F.ForothermaterialswithspecificgravityG less than0.5, it isG + 0.5. 2.Framingatadjoiningpaneledgesmustbe3"nominalorwiderwithstaggerednailingaccording toSDPWS4.3.7.1(5) 3.Shearcapacityforcurrentdesign hasbeen increased to thevaluefor15/32"sheathingwithsamenailingbecausestudspacing is16"max.or panelorientation ishorizontal.SeeSDPWSTable4.3ANote2. FRAMINGMATERIALSandSTANDARDWALLbyWALLGROUP Wall Species Grade b d Spcg SG E Fcp StandardWall Grp in in in psi^6 1 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 2 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 3 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 4 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 Legend: WallGrp–WallDesignGroup b–Studbreadth(thickness) d–Studdepth(width) Spcg–Maximum on-centrespacing of studs fordesign, actualspacing maybe less. SG–Specificgravity E–Modulusofelasticity StandardWall-Standardwalldesigned asgroup. Fcp-Compressivestrengthperpendicular tograin Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. Thefollowingfactorsareapplied toFcpforcompressivedesign and deformationunderwallsegmentendstuds : Bearing areafactorCbfromNDS3.10.4,underwindowopenings. 3 Page 7 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 SHEARLINE,WALLandOPENINGDIMENSIONS North-south Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group X[ft]Start End [ft][ft]Ratio [ft]S N Line 1 Level 2 Line 1 3 0.00 6.00 57.00 51.00 43.00 -8.00 -- Wall 1-1 Seg 3 0.00 6.00 57.00 51.00 43.00 -- 22 Segment 1 --6.00 17.50 11.50 11.25 0.70 - 22 Opening 1 --17.50 20.50 3.00 --5.00 22 Segment 2 --20.50 29.50 9.00 8.75 0.89 - 22 Opening 2 --29.50 34.50 5.00 --5.00 22 Segment 3 --34.50 57.00 22.50 22.25 0.36 - 22 Level 1 Line 1 3 0.00 0.00 57.00 57.00 42.25 -9.00 -- Wall 1-1 Seg 3 0.00 0.00 57.00 57.00 42.25 -- 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 50.25 22.25 22.00 0.40 - 22 Opening 3 --50.25 55.25 5.00 --5.00 22 Segment 4 --55.25 57.00 1.75 -5.14 - 22 Line 2 Level 2 Line 2 NSW 6.25 2.00 6.00 4.00 0.00 -8.00 -- Wall 2-1 NSW 6.25 2.00 6.00 4.00 0.00 1.00 - 22 Line 3 Level 1 Line 3 NSW 12.00 45.00 57.00 12.00 0.00 -9.00 -- Wall 3-1 NSW 12.00 45.00 57.00 12.00 0.00 1.00 - 22 Line 4 Level 2 Line 4 NSW 19.25 0.00 8.50 8.50 0.00 -8.00 -- Wall 4-1 NSW 19.25 2.00 8.50 6.50 0.00 1.00 - 22 Level 1 Line 4 NSW 19.25 0.00 8.50 8.50 0.00 -9.00 -- Wall 4-1 NSW 19.25 0.00 5.00 5.00 0.00 1.00 - 22 Line 5 Level 1 Line 5 NSW 23.50 3.00 5.00 2.00 0.00 -9.00 -- Wall 5-1 NSW 23.50 3.00 5.00 2.00 0.00 1.00 - 22 Line 6 Level 2 Line 6 3 30.00 8.50 57.00 48.50 20.75 -8.00 -- Wall 6-1 Seg 3 30.00 8.50 57.00 48.50 20.75 -- 22 Segment 1 --8.50 9.50 1.00 -8.00 - 22 Opening 1 --9.50 31.25 21.75 --5.00 22 Segment 2 --31.25 34.25 3.00 2.75 2.67 - 22 Opening 2 --34.25 39.25 5.00 --5.00 22 Segment 3 --39.25 57.00 17.75 17.50 0.45 - 22 Level 1 Line 6 3 30.00 3.00 45.00 42.00 17.25 -9.00 -- Wall 6-1 Seg 3 30.00 3.00 45.00 42.00 17.25 -- 22 Segment 1 --3.00 4.00 1.00 -9.00 - 22 Opening 1 --4.00 27.75 23.75 --5.00 22 Segment 2 --27.75 45.00 17.25 17.00 0.52 - 22 East-west Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft]W E Line A Level 2 Line A 2 3.30 0.00 19.25 19.25 19.25 -8.00 -- Wall A-1 Seg 2 6.00 0.00 6.25 6.25 6.00 1.28 - 22 Wall A-2 FT 2 2.00 6.25 19.25 13.00 13.00 -- 22 Segment 1 --6.25 9.75 3.50 3.25 1.29 - -- Opening 1 --9.75 15.75 6.00 --4.50 -- Segment 2 --15.75 19.25 3.50 3.25 1.29 - -- Level 1 Line A 1 0.76 0.00 30.00 30.00 11.50 -9.00 -- Wall A-1 Seg 1 0.00 0.00 19.25 19.25 5.00 -- 22 Segment 1 --0.00 5.00 5.00 4.75 1.80 - 22 Opening 1 --5.00 18.50 13.50 --5.00 22 Segment 2 --18.50 19.25 0.75 -12.00 - 22 Wall A-2 FT 1 3.00 23.50 30.00 6.50 6.50 --2 2 4 Page 8 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Segment 1 --23.50 25.75 2.25 -2.22 --- Opening 1 --25.75 27.75 2.00 --5.00 -- Segment 2 --27.75 30.00 2.25 -2.22 - -- Line B Level 2 Line B NSW 5.00 19.25 30.00 10.75 0.00 -8.00 -- Wall B-1 NSW 8.50 19.25 30.00 10.75 0.00 1.00 - 22 Level 1 Line B NSW 5.00 19.25 30.00 10.75 0.00 -9.00 -- Wall B-1 NSW 5.00 19.25 23.50 4.25 0.00 1.00 - 22 Line C Level 1 Line C 3 20.00 0.00 30.00 30.00 15.75 -9.00 -- Wall C-1 Seg 3 20.00 0.50 18.75 18.25 15.75 -- 22 Segment 1 --0.50 11.25 10.75 10.50 0.84 - 22 Opening 1 --11.25 13.75 2.50 --5.00 22 Segment 2 --13.75 18.75 5.00 4.75 1.80 - 22 Line D Level 1 Line D 4 45.00 0.00 30.00 30.00 5.75 -9.00 -- Wall D-1 NSW 45.00 12.00 16.25 4.25 0.00 1.00 - 22 Wall D-2 Seg 4 45.00 16.25 30.00 13.75 5.75 -- 22 Segment 1 --16.25 19.00 2.75 -3.27 - 22 Opening 1 --19.00 27.00 8.00 --4.50 22 Segment 2 --27.00 30.00 3.00 2.75 3.00 - 22 Line E Level 2 Line E 3 57.00 0.00 30.00 30.00 19.00 -8.00 -- Wall E-1 Seg 3 57.00 0.00 30.00 30.00 19.00 -- 22 Segment 1 --0.00 4.25 4.25 4.00 1.88 - 22 Opening 1 --4.25 10.25 6.00 --5.00 22 Segment 2 --10.25 25.00 14.75 14.50 0.54 - 22 Opening 2 --25.00 29.00 4.00 --5.00 22 Segment 3 --29.00 30.00 1.00 -8.00 - 22 Level 1 Line E 1 57.00 0.00 12.00 12.00 12.00 -9.00 -- Wall E-1 FT 1 57.00 0.00 12.00 12.00 12.00 -- 22 Segment 1 --0.00 3.00 3.00 2.75 1.67 - -- Opening 1 --3.00 9.00 6.00 --5.00 -- Segment 2 --9.00 12.00 3.00 2.75 1.67 - -- Legend: Type–Seg:Segmented,Prf:Perforated,FT:FTAO(force transferaroundopenings),NSW:Non-shearwall,NW:Non-wood/Proprietary,ND:Not designed Location–Position in structureperpendicular towall Length–Shear line:Distancebetweenexteriorperpendicularwallsdefining theshear lineextent Wall,segment,oropening:End-to-end lengthof theelement FHS–Dependingonelement,showsdifferentdefinitionsof full-heightsheathing length(FHS): Shear lineswith multiplewalls,segmentedwalls,orFTAOwalls:Totalshear-resistingFHS Individualwallsegmentsorwallswithout openings:Distancebetweenhold-downsbeff Perforatedwalls:Sumof factoredsegment lengthsbidefined inSDPWS4.3.5.6 AspectRatio–Ratioofwallheight tosegment length(h/b); forFTAOwalls, theaspectratioof thecentralpier WallGroup–Walldesigngroupdefined inSheathingandFramingMaterials tables,whereitshowsassociatedStandardWall Studs:Numberofendstudsat thesouthandnorthorwestandeastendsofawallsegmentoraperforatedorFTAOwall. If twowallgroupnumbers listed, theyare forrigid diaphragmand flexible diaphragmdesign. 5 Page 9 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 Loads WINDSHEARLOADS(asenteredorgenerated) Level 2 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall 1 W->EWind Line 2.00 6.00 43.4 Block 1 WWall MinW->EWind Line 2.00 6.00 32.0 Block 1 WWall 1 W->EWind Line 6.00 57.00 43.4 Block 1 WWall MinW->EWind Line 6.00 57.00 32.0 Block 1 WRoof MinW->EWind Line 7.50 58.00 37.0 Block 1 WRoof 1 W->EWind Line 7.50 58.00 27.3 Block 1 EWall 1 W->E Lee Line 2.00 8.50 29.5 Block 1 EWall MinW->E Lee Line 2.00 8.50 32.0 Block 1 ERoof 1 W->E Lee Line 7.50 58.00 81.9 Block 1 ERoof MinW->E Lee Line 7.50 58.00 37.0 Block 1 EWall MinW->E Lee Line 8.50 57.00 32.0 Block 1 EWall 1 W->E Lee Line 8.50 57.00 29.5 Block 1 WWall MinE->W Lee Line 2.00 6.00 32.0 Block 1 WWall 1 E->W Lee Line 2.00 6.00 29.5 Block 1 WWall MinE->W Lee Line 6.00 57.00 32.0 Block 1 WWall 1 E->W Lee Line 6.00 57.00 29.5 Block 1 WRoof MinE->W Lee Line 7.50 58.00 37.0 Block 1 WRoof 1 E->W Lee Line 7.50 58.00 81.9 Block 1 EWall MinE->WWind Line 2.00 8.50 32.0 Block 1 EWall 1 E->WWind Line 2.00 8.50 43.4 Block 1 ERoof 1 E->WWind Line 7.50 58.00 27.3 Block 1 ERoof MinE->WWind Line 7.50 58.00 37.0 Block 1 EWall MinE->WWind Line 8.50 57.00 32.0 Block 1 EWall 1 E->WWind Line 8.50 57.00 43.4 Block 1 SL Gable MinS->NWind Line 0.00 15.00 0.0 69.3 Block 1 SWall MinS->NWind Line 0.00 6.25 32.0 Block 1 SWall 1 S->NWind Line 0.00 6.25 43.4 Block 1 SL Gable 1 S->NWind Line 0.00 15.00 0.0 100.5 Block 1 SWall 1 S->NWind Line 6.25 19.25 43.4 Block 1 SWall MinS->NWind Line 6.25 19.25 32.0 Block 1 SR Gable 1 S->NWind Line 15.00 30.00 100.5 0.0 Block 1 SR Gable MinS->NWind Line 15.00 30.00 69.3 0.0 Block 1 SWall MinS->NWind Line 19.25 30.00 32.0 Block 1 SWall 1 S->NWind Line 19.25 30.00 43.4 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NL Gable 1 S->N Lee Line 0.00 15.00 0.0 48.2 Block 1 NWall 1 S->N Lee Line 0.00 30.00 22.3 Block 1 NL Gable MinS->N Lee Line 0.00 15.00 0.0 69.3 Block 1 NR Gable MinS->N Lee Line 15.00 30.00 69.3 0.0 Block 1 NR Gable 1 S->N Lee Line 15.00 30.00 48.2 0.0 Block 1 SL Gable 1 N->S Lee Line 0.00 15.00 0.0 48.2 Block 1 SWall MinN->S Lee Line 0.00 6.25 32.0 Block 1 SWall 1 N->S Lee Line 0.00 6.25 22.3 Block 1 SL Gable MinN->S Lee Line 0.00 15.00 0.0 69.3 Block 1 SWall MinN->S Lee Line 6.25 19.25 32.0 Block 1 SWall 1 N->S Lee Line 6.25 19.25 22.3 Block 1 SR Gable MinN->S Lee Line 15.00 30.00 69.3 0.0 Block 1 SR Gable 1 N->S Lee Line 15.00 30.00 48.2 0.0 Block 1 SWall MinN->S Lee Line 19.25 30.00 32.0 Block 1 SWall 1 N->S Lee Line 19.25 30.00 22.3 Block 1 NL Gable MinN->SWind Line 0.00 15.00 0.0 69.3 Block 1 NL Gable 1 N->SWind Line 0.00 15.00 0.0 100.5 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 1 NR Gable 1 N->SWind Line 15.00 30.00 100.5 0.0 Block 1 NR Gable MinN->SWind Line 15.00 30.00 69.3 0.0 Block 2 WRoof MinW->EWind Line 5.00 8.50 24.5 Block 2 WRoof 1 W->EWind Line 5.00 8.50 17.8 Block 2 ERoof 1 W->E Lee Line 5.00 8.50 53.4 Block 2 ERoof MinW->E Lee Line 5.00 8.50 24.5 Block 2 WRoof 1 E->W Lee Line 5.00 8.50 53.4 Block 2 WRoof MinE->W Lee Line 5.00 8.50 24.5 Block 2 ERoof 1 E->WWind Line 5.00 8.50 17.8 Block 2 ERoof MinE->WWind Line 5.00 8.50 24.5 Block 2 SL Gable MinS->NWind Line 0.00 9.63 0.0 44.5 Block 2 SL Gable 1 S->NWind Line 0.00 9.63 0.0 63.7 Block 2 SR Gable MinS->NWind Line 9.62 19.25 44.5 0.0 Block 2 SR Gable 1 S->NWind Line 9.62 19.25 63.7 0.0 Block 2 S L Gable 1 N->S Lee Line 0.00 9.63 0.0 40.3 6 Page 10 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 S L Gable Min N->S Lee Line 0.00 9.63 0.0 44.5 Block 2 SR Gable 1 N->S Lee Line 9.62 19.25 40.3 0.0 Block 2 SR Gable MinN->S Lee Line 9.62 19.25 44.5 0.0 Block 3 WRoof 1 W->EWind Line 1.00 6.00 12.4 Block 3 WRoof MinW->EWind Line 1.00 6.00 17.3 Block 3 ERoof MinW->E Lee Line 1.00 6.00 17.3 Block 3 ERoof 1 W->E Lee Line 1.00 6.00 37.2 Block 3 WRoof MinE->W Lee Line 1.00 6.00 17.3 Block 3 WRoof 1 E->W Lee Line 1.00 6.00 37.2 Block 3 ERoof 1 E->WWind Line 1.00 6.00 12.4 Block 3 ERoof MinE->WWind Line 1.00 6.00 17.3 Block 3 SL Gable MinS->NWind Line 6.25 12.75 0.0 30.0 Block 3 SL Gable 1 S->NWind Line 6.25 12.75 0.0 42.6 Block 3 SR Gable MinS->NWind Line 12.75 19.25 30.0 0.0 Block 3 SR Gable 1 S->NWind Line 12.75 19.25 42.6 0.0 Block 3 SL Gable 1 N->S Lee Line 6.25 12.75 0.0 26.9 Block 3 SL Gable MinN->S Lee Line 6.25 12.75 0.0 30.0 Block 3 SR Gable MinN->S Lee Line 12.75 19.25 30.0 0.0 Block 3 SR Gable 1 N->S Lee Line 12.75 19.25 26.9 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 1 W->EWind Line 2.00 6.00 41.3 Block 1 WWall MinW->EWind Line 2.00 6.00 32.0 Block 1 WWall 1 W->EWind Line 3.00 5.00 61.7 Block 1 WWall MinW->EWind Line 3.00 5.00 48.0 Block 1 WWall 1 W->EWind Line 6.00 57.00 41.3 Block 1 WWall MinW->EWind Line 6.00 57.00 32.0 Block 1 EWall MinW->E Lee Line 0.00 5.00 48.0 Block 1 EWall 1 W->E Lee Line 0.00 5.00 44.3 Block 1 EWall MinW->E Lee Line 2.00 8.50 32.0 Block 1 EWall 1 W->E Lee Line 2.00 8.50 29.5 Block 1 EWall MinW->E Lee Line 3.00 45.00 48.0 Block 1 EWall 1 W->E Lee Line 3.00 45.00 44.3 Block 1 EWall 1 W->E Lee Line 8.50 57.00 29.5 Block 1 EWall MinW->E Lee Line 8.50 57.00 32.0 Block 1 EWall MinW->E Lee Line 45.00 57.00 48.0 Block 1 EWall 1 W->E Lee Line 45.00 57.00 44.3 Block 1 WWall 1 E->W Lee Line 0.00 57.00 44.3 Block 1 WWall MinE->W Lee Line 0.00 57.00 48.0 Block 1 WWall MinE->W Lee Line 2.00 6.00 32.0 Block 1 WWall 1 E->W Lee Line 2.00 6.00 29.5 Block 1 WWall 1 E->W Lee Line 3.00 5.00 44.3 Block 1 WWall MinE->W Lee Line 3.00 5.00 48.0 Block 1 WWall 1 E->W Lee Line 6.00 57.00 29.5 Block 1 WWall MinE->W Lee Line 6.00 57.00 32.0 Block 1 EWall 1 E->WWind Line 0.00 5.00 61.7 Block 1 EWall MinE->WWind Line 0.00 5.00 48.0 Block 1 EWall 1 E->WWind Line 2.00 8.50 41.3 Block 1 EWall MinE->WWind Line 2.00 8.50 32.0 Block 1 EWall 1 E->WWind Line 3.00 45.00 61.7 Block 1 EWall MinE->WWind Line 3.00 45.00 48.0 Block 1 EWall MinE->WWind Line 8.50 57.00 32.0 Block 1 EWall 1 E->WWind Line 8.50 57.00 41.3 Block 1 EWall MinE->WWind Line 45.00 57.00 48.0 Block 1 EWall 1 E->WWind Line 45.00 57.00 61.7 Block 1 SWall 1 S->NWind Line 0.00 19.25 61.7 Block 1 SWall 1 S->NWind Line 0.00 6.25 41.3 Block 1 SWall MinS->NWind Line 0.00 6.25 32.0 Block 1 SWall MinS->NWind Line 0.00 19.25 48.0 Block 1 SWall MinS->NWind Line 6.25 19.25 32.0 Block 1 SWall 1 S->NWind Line 6.25 19.25 41.3 Block 1 SWall MinS->NWind Line 19.25 30.00 32.0 Block 1 SWall 1 S->NWind Line 19.25 30.00 41.3 Block 1 SWall MinS->NWind Line 19.25 23.50 48.0 Block 1 SWall 1 S->NWind Line 19.25 23.50 61.7 Block 1 SWall MinS->NWind Line 23.50 30.00 48.0 Block 1 SWall 1 S->NWind Line 23.50 30.00 61.7 Block 1 NWall 1 S->N Lee Line 0.00 30.00 22.3 Block 1 N Wall 1 S->N Lee Line 0.00 12.00 33.4 7 Page 11 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 N Wall Min S->N Lee Line 0.00 12.00 48.0 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NWall MinS->N Lee Line 12.00 30.00 48.0 Block 1 NWall 1 S->N Lee Line 12.00 30.00 33.4 Block 1 SWall 1 N->S Lee Line 0.00 19.25 33.4 Block 1 SWall MinN->S Lee Line 0.00 6.25 32.0 Block 1 SWall MinN->S Lee Line 0.00 19.25 48.0 Block 1 SWall 1 N->S Lee Line 0.00 6.25 22.3 Block 1 SWall MinN->S Lee Line 6.25 19.25 32.0 Block 1 SWall 1 N->S Lee Line 6.25 19.25 22.3 Block 1 SWall 1 N->S Lee Line 19.25 23.50 33.4 Block 1 SWall MinN->S Lee Line 19.25 30.00 32.0 Block 1 SWall MinN->S Lee Line 19.25 23.50 48.0 Block 1 SWall 1 N->S Lee Line 19.25 30.00 22.3 Block 1 SWall 1 N->S Lee Line 23.50 30.00 33.4 Block 1 SWall MinN->S Lee Line 23.50 30.00 48.0 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 NWall MinN->SWind Line 0.00 12.00 48.0 Block 1 NWall 1 N->SWind Line 0.00 30.00 41.3 Block 1 NWall 1 N->SWind Line 0.00 12.00 61.7 Block 1 NWall 1 N->SWind Line 12.00 30.00 61.7 Block 1 NWall MinN->SWind Line 12.00 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 loadswith positivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardorleewardside of the building for loads ingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start = intensityofuniformandpoint loadsor leftmost intensityof trapezoidal load,End = right intensityof trap load TribHt-Tributaryheightofarea loadsonly Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.60 towind loads beforedistributing them to theshearlines. 8 Page 12 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 BUILDINGMASSES Level 2 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 1 1 Line 7.50 58.00 240.0 240.0 E-W Roof Block 1 6 Line 7.50 58.00 240.0 240.0 E-W Roof Block 2 1 Line 5.00 8.50 159.4 159.4 E-W Roof Block 2 4 Line 5.00 8.50 159.4 159.4 E-W Roof Block 3 2 Line 1.00 6.00 112.5 112.5 E-W Roof Block 3 4 Line 1.00 6.00 112.5 112.5 N-S Roof Block 1 Line -1.00 31.00 378.8 378.8 N-S Roof Block 1 E Line -1.00 31.00 378.8 378.8 N-S Roof Block 2 Line -1.00 20.25 33.8 33.8 N-S Roof Block 2 Line -1.00 20.25 18.8 18.8 N-S Roof Block 3 Line 5.25 20.25 45.0 45.0 N-S Roof Block 3 Line 5.25 20.25 30.0 30.0 N-S L Gable Block 1 Line 0.00 15.00 86.6 0.0 N-S R Gable Block 1 Line 15.00 30.00 0.0 86.6 N-S R Gable Block 1 E Line 0.00 15.00 86.6 0.0 N-S L Gable Block 1 E Line 15.00 30.00 0.0 86.6 N-S L Gable Block 2 Line 0.00 9.63 55.6 0.0 N-S R Gable Block 2 Line 9.63 19.25 0.0 55.6 N-S L Gable Block 3 Line 6.25 12.75 37.5 0.0 N-S R Gable Block 3 Line 12.75 19.25 0.0 37.5 BothWall 1-1 n/a 1 Line 6.00 57.00 40.0 40.0 BothWall 2-1 n/a 2 Line 2.00 6.00 40.0 40.0 BothWall 4-1 n/a 4 Line 2.00 8.50 40.0 40.0 BothWall 6-1 n/a 6 Line 8.50 57.00 40.0 40.0 BothWall A-2 n/a Line 6.25 19.25 40.0 40.0 BothWall A-1 n/a Line 0.00 6.25 40.0 40.0 BothWall B-1 n/a Line 19.25 30.00 40.0 40.0 BothWall E-1 n/a E 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 5.00 115.5 115.5 E-W Floor F2 n/a 1 Line 5.00 45.00 180.0 180.0 BothWall 1-1 n/a 1 Line 6.00 57.00 40.0 40.0 E-W Floor F3 n/a 1 Line 45.00 57.00 72.0 72.0 BothWall 2-1 n/a 2 Line 2.00 6.00 40.0 40.0 E-W Floor F3 n/a 3 Line 45.00 57.00 72.0 72.0 E-W Floor F1 n/a 4 Line 0.00 5.00 115.5 115.5 BothWall 4-1 n/a 4 Line 2.00 8.50 40.0 40.0 E-W Floor F4 n/a 5 Line 3.00 5.00 39.0 39.0 E-W Floor F4 n/a 6 Line 3.00 5.00 39.0 39.0 E-W Floor F2 n/a 6 Line 5.00 45.00 180.0 180.0 BothWall 6-1 n/a 6 Line 8.50 57.00 40.0 40.0 N-S Floor F1 n/a A Line 0.00 12.00 342.0 342.0 N-S Floor F2 n/a A Line 12.00 19.25 270.0 270.0 BothWall A-2 n/a Line 6.25 19.25 40.0 40.0 N-S Floor F4 n/a Line 23.50 30.00 252.0 252.0 N-S Floor F3 n/a B Line 19.25 23.50 240.0 240.0 BothWall A-1 n/a Line 0.00 6.25 40.0 40.0 BothWall B-1 n/a Line 19.25 30.00 40.0 40.0 N-S Floor F2 n/a D Line 12.00 19.25 270.0 270.0 N-S Floor F3 n/a D Line 19.25 23.50 240.0 240.0 N-S Floor F4 n/a D Line 23.50 30.00 252.0 252.0 N-S Floor F1 n/a E Line 0.00 12.00 342.0 342.0 9 Page 13 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 BUILDINGMASSES(continued) BothWall E-1 n/a E 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 3-1 n/a 3 Line 45.00 57.00 45.0 45.0 BothWall 4-1 n/a 4 Line 0.00 5.00 45.0 45.0 BothWall 5-1 n/a 5 Line 3.00 5.00 45.0 45.0 BothWall 6-1 n/a 6 Line 3.00 45.00 45.0 45.0 BothWall A-1 n/a A Line 0.00 19.25 45.0 45.0 BothWall A-2 n/a Line 23.50 30.00 45.0 45.0 BothWall B-1 n/a B Line 19.25 23.50 45.0 45.0 BothWall C-1 n/a C Line 0.50 18.75 27.0 27.0 BothWall D-1 n/a D Line 12.00 16.25 45.0 45.0 BothWall D-2 n/a D Line 16.25 30.00 45.0 45.0 BothWall E-1 n/a E Line 0.00 12.00 45.0 45.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline thatequivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserappliedarea loadsonly 10 Page 14 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line 1.00 2.00 43.5 43.5 E-W Point 2.00 2.00 148 148 E-W Line 2.00 5.00 58.9 58.9 E-W Line 5.00 6.00 120.6 120.6 E-W Point 6.00 6.00 152 152 E-W Line 6.00 7.50 77.1 77.1 E-W Line 7.50 8.50 169.8 169.8 E-W Point 8.50 8.50 334 334 E-W Line 8.50 57.00 108.2 108.2 E-W Point 57.00 57.00 483 483 E-W Line 57.00 58.00 92.8 92.8 N-S Line -1.00 0.00 156.6 156.6 N-S Point 0.00 0.00 394 394 N-S Line 0.00 5.25 172.0 189.6 N-S Line 5.25 6.25 204.1 207.4 N-S Point 6.25 6.25 31 31 N-S Line 6.25 9.63 207.4 222.5 N-S Line 9.63 12.75 222.5 229.5 N-S Line 12.75 15.00 229.5 229.5 N-S Line 15.00 19.25 229.5 210.5 N-S Point 19.25 19.25 50 50 N-S Line 19.25 20.25 210.5 208.3 N-S Line 20.25 30.00 183.6 161.9 N-S Point 30.00 30.00 375 375 N-S Line 30.00 31.00 146.4 146.4 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 57 57 E-W Line 2.00 3.00 44.0 44.0 E-W Point 3.00 3.00 32 32 E-W Line 3.00 5.00 62.4 62.4 E-W Point 5.00 5.00 21 21 E-W Line 5.00 6.00 58.1 58.1 E-W Point 6.00 6.00 27 27 E-W Line 6.00 8.50 58.1 58.1 E-W Point 8.50 8.50 47 47 E-W Line 8.50 45.00 58.1 58.1 E-W Point 20.00 20.00 54 54 E-W Point 45.00 45.00 89 89 E-W Line 45.00 57.00 34.4 34.4 E-W Point 57.00 57.00 191 191 N-S Point 0.00 0.00 505 505 N-S Line 0.00 0.50 93.7 93.7 N-S Line 0.50 6.25 96.6 96.6 N-S Point 6.25 6.25 18 18 N-S Line 6.25 12.00 96.6 96.6 N-S Point 12.00 12.00 59 59 N-S Line 12.00 16.25 80.8 80.8 N-S Line 16.25 18.75 80.8 80.8 N-S Line 18.75 19.25 77.9 77.9 N-S Point 19.25 19.25 53 53 N-S Line 19.25 23.50 71.3 71.3 N-S Point 23.50 23.50 10 10 N-S Line 23.50 30.00 73.9 73.9 N-S Point 30.00 30.00 420 420 Legend: Loads in tablecanbeaccumulationof loads fromseveralbuildingmasses,so theydonotcorrespondwith a particularbuildingelement. Location-Startandendof load indirectionperpendicular toseismic forcedirection Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.70andredundancy factor toseismic loadsbeforedistributing them to the shearlines. 11 Page 15 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 Design Summary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. HOLD-DOWNDESIGN WindLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. ThisDesignSummarydoesnot include failures thatoccurdue toexcessivestorydrift fromASCE7CC.2.2(wind)or12.12(seismic). Refer toStoryDrift table in thisreport toverify thisdesigncriterion. Refer to theDeflectiontable forpossible issuesregarding fastenerslippage(SDPWSTableC4.2.3D). 12 Page 16 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 Flexible DiaphragmWind Design ASCE7 Directional (All Heights)Loads SHEARRESULTS N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line 1 Level 2 Ln1, Lev2 -S->N - - 1605 - - -339 - - 14596 - -N->S - - 1478 - - -339 - - 14596 - Wall 1-1 3 S->N - - 1605 -1.0 -339 - - 14596 - 3 N->S - - 1478 -1.0 -339 - - 14596 - Seg. 1 -S->N 37.3 - 429 -1.0 -339 -339 3904 0.11 -N->S 34.4 - 395 -1.0 -339 -339 3904 0.10 Seg. 2 -S->N 37.3 - 336 -1.0 -339 -339 3055 0.11 -N->S 34.4 - 309 -1.0 -339 -339 3055 0.10 Seg. 3 -S->N 37.3 - 840 -1.0 -339 -339 7638 0.11 -N->S 34.4 - 773 -1.0 -339 -339 7638 0.10 Level 1 Ln1, Lev1 -S->N - - 3033 - - -339 - - 14342 - -N->S - - 2906 - - -339 - - 14342 - Wall 1-1 3 S->N - - 3033 -1.0 -339 - - 14342 - 3 N->S - - 2906 -1.0 -339 - - 14342 - Seg. 1 -S->N 71.8 - 1005 -1.0 -339 -339 4752 0.21 -N->S 68.8 - 963 -1.0 -339 -339 4752 0.20 Seg. 2 -S->N 71.8 - 431 -1.0 -339 -339 2037 0.21 -N->S 68.8 - 413 -1.0 -339 -339 2037 0.20 Seg. 3 -S->N 71.8 - 1597 -1.0 -339 -339 7553 0.21 -N->S 68.8 - 1530 -1.0 -339 -339 7553 0.20 Seg. 4 -Both 0.0 - 0 -1.0 -339 -339 - - Line 6 Level 2 Ln6, Lev2 -S->N - - 1448 - - -339 - - 6789 - -N->S - - 1379 - - -339 - - 6789 - Wall 6-1 3 S->N - - 1448 -1.0 -339 - - 6789 - 3 N->S - - 1379 -1.0 -339 - - 6789 - Seg. 1 -Both 0.0 - 0 -1.0 -339 -339 - - Seg. 2 -S->N 54.3 - 163 -.75 -255 -255 764 0.21 -N->S 51.7 - 155 -.75 -255 -255 764 0.20 Seg. 3 -S->N 72.4 - 1285 -1.0 -339 -339 6025 0.21 -N->S 68.9 - 1224 -1.0 -339 -339 6025 0.20 Level 1 Ln6, Lev1 -S->N - - 2876 - - -339 - - 5856 - -N->S - - 2806 - - -339 - - 5856 - Wall 6-1 3 S->N - - 2876 -1.0 -339 - - 5856 - 3 N->S - - 2806 -1.0 -339 - - 5856 - Seg. 1 -Both 0.0 - 0 -1.0 -339 -339 - - Seg. 2 -S->N 166.7 - 2876 -1.0 -339 -339 5856 0.49 -N->S 162.7 - 2806 -1.0 -339 -339 5856 0.48 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 2 LnA, Lev2 -Both - - 3012 - - -495 - - 9533 - Wall A-1 2 Both 156.5 - 978 -1.0 -495 -495 3095 0.32 Wall A-2 2 Both - - 2034 -1.0 -495 - - 6438 - Seg. 1 -Both 290.6 -16.0 1017 -1.0 -495 -495 1733 0.59 Open. 1 -Both - 357.7 2146 - - -495 -495 2971 0.72 Seg. 2 -Both 290.6 -16.0 1017 -1.0 -495 -495 1733 0.59 Level 1 LnA, Lev1 -Both - - 4136 - - -832 - - 9197 - Wall A-1 1 Both - - 1906 -1.0 -832 - - 4162 - Seg. 1 -Both 381.2 - 1906 -1.0 -832 -832 4162 0.46 Seg. 2 -Both 0.0 - 0 -1.0 -832 -832 - - Wall A-2 1 Both - - 2230 -1.0 -832 - - 5036 - Seg. 1 -Both 495.6 152.5 1115 -.90 -749 -749 1686 0.66 Open. 1 -Both - 772.0 1544 - - -832 -832 1665 0.93 Seg. 2 -Both 495.6 152.5 1115 -.90 -749 -749 1686 0.66 Line C LnC, Lev1 -Both - - 2367 - - -339 - - 5346 - Wall C-1 3 Both - - 2367 -1.0 -339 - - 5346 - Seg. 1 -Both 150.3 - 1616 - 1.0 -339 - 339 3649 0.44 13 Page 17 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 SHEARRESULTS(flexiblewinddesign,continued) Seg. 2 -Both 150.3 - 751 - 1.0 -339 - 339 1697 0.44 Line D LnD, Lev1 -Both - - 1963 - - -637 - - 2345 - Wall D-2 4^Both - - 1963 -1.0 -637 - - 2345 - Seg. 1 -Both 326.0 - 896 -.61 -389 -389 1071 0.84 Seg. 2 -Both 355.6 - 1067 -.67 -425 -425 1274 0.84 Line E Level 2 LnE, Lev2 -Both - - 3000 - - -339 - - 6450 - Wall E-1 3 Both - - 3000 -1.0 -339 - - 6450 - Seg. 1 -Both 157.9 - 671 -1.0 -339 -339 1443 0.47 Seg. 2 -Both 157.9 - 2329 -1.0 -339 -339 5007 0.47 Seg. 3 -Both 0.0 - 0 -1.0 -339 -339 - - Level 1 LnE, Lev1 -Both - - 3636 - - -832 - - 9988 - Wall E-1 1 Both - - 3636 -1.0 -832 - - 9988 - Seg. 1 -Both 606.0 -75.8 1818 -1.0 -832 -832 2497 0.73 Open. 1 -Both - 681.8 4091 - - -832 -832 4994 0.82 Seg. 2 -Both 606.0 -75.8 1818 -1.0 -832 -832 2497 0.73 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is critical forallwalls in theStandardWallgroup. ForDir-Directionofwind forcealongshearline. v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 FTAOwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factoredshear force.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwalls issum bi / FHS from4.3.5.6withbidefined in4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshown isAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityof interiorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,also include unblocked factorCubandaspectratioadjustments. Co-Adjustment factorforperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside or twiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."S" indicates that theseismicdesigncriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 14 Page 18 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 Hold-DownandCompressionDesign(flexiblewinddesign) Level 1 TensileHold-down Line-Location[ft]Load orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 0.12 1 658 658 LIMIT w/o 1500 0.44 V Elem 0.00 6.13 1 305 305 Refer to upper level 1-1 L Op 1 0.00 13.88 1 630 630 LIMIT w/o 1500 0.42 1-1 R Op 1 0.00 17.13 1 674 674 LIMIT w/o 1500 0.45 V Elem 0.00 17.38 1 281 281 Refer to upper level V Elem 0.00 20.63 1 307 307 Refer to upper level 1-1 L Op 2 0.00 22.88 1 646 646 LIMIT w/o 1500 0.43 1-1 R Op 2 0.00 28.13 1 653 653 LIMIT w/o 1500 0.44 V Elem 0.00 29.38 1 283 283 Refer to upper level V Elem 0.00 34.63 1 302 302 Refer to upper level 1-1 L Op 3 0.00 50.13 1 626 626 LIMIT w/o 1500 0.42 V Elem 0.00 56.88 1 278 278 Refer to upper level Line 6 6-1 R Op 1 30.00 27.88 1 1523 1523 STHD14 (8" S 3815 0.40 V Elem 30.00 31.38 1 474 474 Refer to upper level V Elem 30.00 34.13 1 451 451 Refer to upper level V Elem 30.00 39.38 1 588 588 Refer to upper level 6-1 R End 30.00 44.88 1 1486 1486 STHD14 (8" S 3815 0.39 V Elem 30.00 56.88 1 559 559 Refer to upper level Line A A-1 L End 0.12 0.00 1 5210 5210 N/A 30000 0.17 A-1 L Op 1 4.88 0.00 1 3611 3611 N/A 30000 0.12 V Elem 6.13 0.00 1 1598 1598 Refer to upper level V Elem 6.38 0.00 1 1582 1582 Refer to upper level V Elem 19.12 0.00 1 1582 1582 Refer to upper level A-2 L End 23.63 3.00 1 3211 3211 STHD14 (8" S 3815 0.84 A-2 R End 29.88 3.00 1 3211 3211 STHD14 (8" S 3815 0.84 Line C C-1 L End 0.63 20.00 1 1385 1385 LIMIT w/o 1500 0.92 C-1 L Op 1 11.13 20.00 1 1385 1385 LIMIT w/o 1500 0.92 C-1 R Op 1 13.88 20.00 1 1424 1424 LIMIT w/o 1500 0.95 C-1 R End 18.63 20.00 1 1424 1424 LIMIT w/o 1500 0.95 Line D D-2 L End 16.38 45.00 1 3227 3227 STHD14 (8" S 3815 0.85 D-2 L Op 1 18.88 45.00 1 3227 3227 STHD14 (8" S 3815 0.85 D-2 R Op 1 27.13 45.00 1 3491 3491 STHD14 (8" S 3815 0.92 D-2 R End 29.88 45.00 1 3491 3491 STHD14 (8" S 3815 0.92 Line E E-1 L End 0.12 57.00 1 4333 4333 STHD14 (8" S 5285 0.82 V Elem 2.88 57.00 1 1257 1257 Refer to upper level V Elem 9.13 57.00 1 290 290 Refer to upper level V Elem 10.38 57.00 1 2295 2295 Refer to upper level E-1 R End 11.88 57.00 1 2785 2785 STHD14 (8" S 5285 0.53 V Elem 24.88 57.00 1 2295 2295 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 6.13 1 305 305 LIMIT w/o 1500 0.20 1-1 L Op 1 0.00 17.38 1 281 281 LIMIT w/o 1500 0.19 1-1 R Op 1 0.00 20.63 1 307 307 LIMIT w/o 1500 0.20 1-1 L Op 2 0.00 29.38 1 283 283 LIMIT w/o 1500 0.19 1-1 R Op 2 0.00 34.63 1 302 302 LIMIT w/o 1500 0.20 1-1 R End 0.00 56.88 1 278 278 LIMIT w/o 1500 0.19 Line 6 6-1 R Op 1 30.00 31.38 1 474 474 LIMIT w/o 1500 0.32 6-1 L Op 2 30.00 34.13 1 451 451 LIMIT w/o 1500 0.30 6-1 R Op 2 30.00 39.38 1 588 588 LIMIT w/o 1500 0.39 6-1 R End 30.00 56.88 1 559 559 LIMIT w/o 1500 0.37 Line A A-1 L End 0.12 6.00 1 1598 1598 MST48 3425 0.47 A-1 R End 6.13 6.00 1 1598 1598 MSTC48B3 3315 0.48 A-2 L End 6.38 2.00 1 1582 1582 MSTC48B3 3315 0.48 A-2 R End 19.12 2.00 1 1582 1582 MST48 3425 0.46 Line E E-1 L End 0.12 57.00 1 1548 1548 MST48 3425 0.45 E-1 L Op 1 4.13 57.00 1 1548 1548 MSTC66B3 3817 0.41 E-1 R Op 1 10.38 57.00 1 2295 2295 MST48 3425 0.67 15 Page 19 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 Hold-DownandCompressionDesign(flexiblewinddesign,continued) E-1 L Op 2 24.88 57.00 1 2295 2295 MSTC66B3 3817 0.60 Legend: Line-Wall: Atwalloropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n – Position of studpack thathold-down isattached toorwhich isapplyingcompression force: VElem – Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwallabove, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView LoadCase–Resultsare forcritical loadcase: ASCE7AllHeights:Case1or2 fromFig. 27.3-8 ASCE7Low-rise:Windwardcorner(s)andCaseAorB fromFig. 28.3-1 ASCE7Minimum loads(27.1.5 / 28.3.4):"Min" TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection. Includes forces transferred fromupper levels. Shear–Overturningcomponent = Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.60;h = wallheight,beff = wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh / Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Uplift–Upliftwind loadcomponent, factored forASDby0.60 Cmb'd–SumofASD-factoredoverturning,deadanduplift forces.Mayalso include the uplift force t fromperforatedwalls fromSDPWS 4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing ofendstudpackonbottomplate Cap–Hold-downs:AllowableASD tension load fromdatabase;Compression: allowableASDbearing force = CtCMCbFcpA;A = crosssectional areaofendstuds.Refer toFramingmaterials table fordetails Crit.Resp.–CriticalResponse = CombinedASD force / AllowableASD tension load Notes: Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResults tableforperforatedfactorCo. Mostsevereofwind loadcases isusedforoverturningcalculation. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 16 Page 20 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 COLLECTORFORCES(flexiblewinddesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1 LeftOpening 1 0.00 14.00 260 -249 1-1 Right Opening 1 0.00 17.00 100 -96 1-1 LeftOpening 2 0.00 23.00 212 -203 1-1 Right Opening 2 0.00 28.00 -54 52 1-1 LeftOpening 3 0.00 50.25 359 -344 Line 6 6-1 Right Opening 1 30.00 27.75 -1695 1654 Line A A-1 LeftOpening 1 5.00 0.00 1217-1217 A-2 LeftWall End 23.50 3.00 -1334 1334 A-2 LeftOpening 1 25.75 3.00 -1301 1301 A-2 Right Opening 1 27.75 3.00 -33 33 A-2 LeftOpening 1 25.75 3.00 772 772 A-2 Right Opening 1 27.75 3.00 772 772 Line C C-1 LeftWall End 0.50 20.00 -39 39 C-1 LeftOpening 1 11.25 20.00 728 -728 C-1 Right Opening 1 13.75 20.00 531 -531 C-1 Right Wall End 18.75 20.00 888 -888 Line D D-2 LeftWall End 16.25 45.00 -1063 1063 D-2 LeftOpening 1 19.00 45.00 -347 347 D-2 Right Opening 1 27.00 45.00 -870 870 Line E E-1 LeftOpening 1 3.00 57.00 -1136 1136 E-1 Right Opening 1 9.00 57.00 1136-1136 E-1 LeftOpening 1 3.00 57.00 2045 2045 E-1 Right Opening 1 9.00 57.00 2045 2045 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1 LeftOpening 1 0.00 17.50 67 -62 1-1 Right Opening 1 0.00 20.50 -27 25 1-1 LeftOpening 2 0.00 29.50 26 -24 1-1 Right Opening 2 0.00 34.50 -132 121 Line 6 6-1 Right Opening 1 30.00 31.25 -679 647 6-1 LeftOpening 2 30.00 34.25 -606 577 6-1 Right Opening 2 30.00 39.25 -755 719 Line A A-2 LeftOpening 1 9.75 2.00 -604 604 A-2 Right Opening 1 15.75 2.00 604 -604 A-2 LeftOpening 1 9.75 2.00 1073 1073 A-2 Right Opening 1 15.75 2.00 1073 1073 Line E E-1 LeftOpening 1 4.25 57.00 246 -246 E-1 Right Opening 1 10.25 57.00 -354 354 E-1 LeftOpening 2 25.00 57.00 500 -500 Legend: Line-Wall-Shearline andwallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical loadcase: ASCE7All heightsCase1or 2 ASCE7Low-risecorner;CaseAor B DragstrutForce-Axialforce in transferelementatopenings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline force(vmax from4.3.6.4.1.1 forperforatedwalls) Strap/BlockingForce–ForFTAOwalls, force transferred fromaboveandbelowopening toshearwallpier. ->Due toshearline force in thewest-to-eastorsouth-to-northdirection <-Due toshearline force in theeast-to-westornorth-to-southdirection 17 Page 21 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story ShearFx[lbs]ShearResistance[lbs]DiaphragmForce[lbs] [lbs][sq.ft]E-W N-S E-W N-S E-W N-S Fpx Design Fpx Design 2 36657 1555.1 4960 4960 11416 15275 6200 6200 6200 6200 1 32742 1453.3 2514 2514 19198 14427 5537 5537 5537 5537 All 69399 -7474 7474 -- - - - - Legend: Mass–Sumofallgeneratedand inputbuildingmasseson level = wx inASCE7Eqn.12.8-12. StoryShear–TotalASD-factoredshear force inducedat levelx fromEqn.12.8-11. ShearResistance–Lateraldesignstrengthofallshear-resistingelementsonstory, foruseinweakstoryevaluation(4.1.8). DiaphragmForce–usedbyShearwallsonly fordragstrut forces,asperException to12.10.2.1. Fpx-MinimumASD-factored force fordiaphragmdesign fromEqns.12.10-1,-2,and-3. Design = Thegreaterof thestoryshearandFpx + transfer forces fromdiscontinuousshearlines, factoredbyoverstrength(omega)asper 12.10.1.1.Omega = 2.5asper12.2-1. 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 = 0.944,butV1 / Vr1 = 0.518,so theweakstory ispermitted. 18 Page 22 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 SHEARRESULTS(flexibleseismicdesign) N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line 1 Level 2 Ln1, Lev2 -Both - - 2542 - - -242 - - 10426 - Wall 1-1 3 Both - - 2542 -1.0 -242 - - 10426 - Seg. 1 -Both 59.1 - 680 -1.0 -242 -242 2788 0.24 Seg. 2 -Both 59.1 - 532 -1.0 -242 -242 2182 0.24 Seg. 3 -Both 59.1 - 1330 -1.0 -242 -242 5455 0.24 Level 1 Ln1, Lev1 -Both - - 3887 - - -242 - - 10244 - Wall 1-1 3 Both - - 3887 -1.0 -242 - - 10244 - Seg. 1 -Both 92.0 - 1288 -1.0 -242 -242 3395 0.38 Seg. 2 -Both 92.0 - 552 -1.0 -242 -242 1455 0.38 Seg. 3 -Both 92.0 - 2047 -1.0 -242 -242 5395 0.38 Seg. 4 -Both 0.0 - 0 -1.0 -242 -242 - - Line 6 Level 2 Ln6, Lev2 -Both - - 2418 - - -242 - - 4849 - Wall 6-1 3 Both - - 2418 -1.0 -242 - - 4849 - Seg. 1 -Both 0.0 - 0 -1.0 -242 -242 - - Seg. 2 -Both 90.7 - 272 -.75 -182 -182 546 0.50 Seg. 3 -Both 120.9 - 2146 -1.0 -242 -242 4304 0.50 Level 1 Ln6, Lev1 -Both - - 3587 - - -242 - - 4183 - Wall 6-1 3^Both - - 3587 -1.0 -242 - - 4183 - Seg. 1 -Both 0.0 - 0 -1.0 -242 -242 - - Seg. 2 -Both 207.9 - 3587 -1.0 -242 -242 4183 0.86 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 2 LnA, Lev2 -Both - - 2493 - - -354 - - 6809 - Wall A-1 2^Both 129.5 - 809 -1.0 -354 -354 2211 0.37 Wall A-2 2^Both - - 1684 -1.0 -354 - - 4599 - Seg. 1 -Both 240.5 -13.2 842 -1.0 -354 -354 1238 0.68 Open. 1 -Both - 296.0 1776 - - -354 -354 2122 0.84 Seg. 2 -Both 240.5 -13.2 842 -1.0 -354 -354 1238 0.68 Level 1 LnA, Lev1 -Both - - 3049 - - -595 - - 6570 - Wall A-1 1^Both - - 1405 -1.0 -595 - - 2973 - Seg. 1 -Both 281.0 - 1405 -1.0 -595 -595 2973 0.47 Seg. 2 -Both 0.0 - 0 -1.0 -595 -595 - - Wall A-2 1 Both - - 1644 -1.0 -595 - - 3597 - Seg. 1 -Both 365.3 112.4 822 -.90 -535 -535 1204 0.68 Open. 1 -Both - 569.0 1138 - - -595 -595 1189 0.96 Seg. 2 -Both 365.3 112.4 822 -.90 -535 -535 1204 0.68 Line C LnC, Lev1 -Both - - 965 - - -242 - - 3819 - Wall C-1 3 Both - - 965 -1.0 -242 - - 3819 - Seg. 1 -Both 61.2 - 658 -1.0 -242 -242 2606 0.25 Seg. 2 -Both 61.2 - 306 -1.0 -242 -242 1212 0.25 Line D LnD, Lev1 -Both - - 716 - - -455 - - 1675 - Wall D-2 4 Both - - 716 -1.0 -455 - - 1675 - Seg. 1 -Both 118.8 - 327 -.61 -278 -278 765 0.43 Seg. 2 -Both 129.6 - 389 -.67 -303 -303 910 0.43 Line E Level 2 LnE, Lev2 -Both - - 2466 - - -242 - - 4607 - Wall E-1 3 Both - - 2466 -1.0 -242 - - 4607 - Seg. 1 -Both 129.8 - 552 -1.0 -242 -242 1030 0.54 Seg. 2 -Both 129.8 - 1915 -1.0 -242 -242 3576 0.54 Seg. 3 -Both 0.0 - 0 -1.0 -242 -242 - - Level 1 LnE, Lev1 -Both - - 2745 - - -595 - - 7134 - Wall E-1 1 Both - - 2745 -1.0 -595 - - 7134 - Seg. 1 -Both 457.5 -57.2 1372 -1.0 -595 -595 1784 0.77 Open. 1 -Both - 514.6 3088 - - -595 -595 3567 0.87 Seg. 2 -Both 457.5 -57.2 1372 -1.0 -595 -595 1784 0.77 19 Page 23 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is critical forallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 FTAOwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factoredshear force.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwalls issum bi / FHS from4.3.5.6withbidefined in4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshown isAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityof interiorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,also include unblocked factorCubandaspectratioadjustments. Co-Adjustment factorforperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside or twiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."W" indicates that thewind designcriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 20 Page 24 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 Hold-DownandCompressionDesign(flexibleseismicdesign) Level 1 TensileHold-down Line-Location[ft]orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 0.12 843 843 LIMIT w/o 1500 0.56 V Elem 0.00 6.13 483 483 Refer to upper level 1-1 L Op 1 0.00 13.88 843 843 LIMIT w/o 1500 0.56 1-1 R Op 1 0.00 17.13 864 864 LIMIT w/o 1500 0.58 V Elem 0.00 17.38 483 483 Refer to upper level V Elem 0.00 20.63 486 486 Refer to upper level 1-1 L Op 2 0.00 22.88 864 864 LIMIT w/o 1500 0.58 1-1 R Op 2 0.00 28.13 837 837 LIMIT w/o 1500 0.56 V Elem 0.00 29.38 486 486 Refer to upper level V Elem 0.00 34.63 478 478 Refer to upper level 1-1 L Op 3 0.00 50.13 837 837 LIMIT w/o 1500 0.56 V Elem 0.00 56.88 478 478 Refer to upper level Line 6 6-1 R Op 1 30.00 27.88 1899 1899 STHD14 (8" S 3815 0.50 V Elem 30.00 31.38 791 791 Refer to upper level V Elem 30.00 34.13 791 791 Refer to upper level V Elem 30.00 39.38 981 981 Refer to upper level 6-1 R End 30.00 44.88 1899 1899 STHD14 (8" S 3815 0.50 V Elem 30.00 56.88 981 981 Refer to upper level Line A A-1 L End 0.12 0.00 3985 3985 N/A 30000 0.13 A-1 L Op 1 4.88 0.00 2662 2662 N/A 30000 0.09 V Elem 6.13 0.00 1323 1323 Refer to upper level V Elem 6.38 0.00 1309 1309 Refer to upper level V Elem 19.12 0.00 1309 1309 Refer to upper level A-2 L End 23.63 3.00 2367 2367 STHD14 (8" S 3815 0.62 A-2 R End 29.88 3.00 2367 2367 STHD14 (8" S 3815 0.62 Line C C-1 L End 0.63 20.00 564 564 LIMIT w/o 1500 0.38 C-1 L Op 1 11.13 20.00 564 564 LIMIT w/o 1500 0.38 C-1 R Op 1 13.88 20.00 580 580 LIMIT w/o 1500 0.39 C-1 R End 18.63 20.00 580 580 LIMIT w/o 1500 0.39 Line D D-2 L End 16.38 45.00 1176 1176 STHD14 (8" S 3815 0.31 D-2 L Op 1 18.88 45.00 1176 1176 STHD14 (8" S 3815 0.31 D-2 R Op 1 27.13 45.00 1273 1273 STHD14 (8" S 3815 0.33 D-2 R End 29.88 45.00 1273 1273 STHD14 (8" S 3815 0.33 Line E E-1 L End 0.12 57.00 3375 3375 STHD14 (8" S 5285 0.64 V Elem 2.88 57.00 1034 1034 Refer to upper level V Elem 9.13 57.00 239 239 Refer to upper level V Elem 10.38 57.00 1887 1887 Refer to upper level E-1 R End 11.88 57.00 2102 2102 STHD14 (8" S 5285 0.40 V Elem 24.88 57.00 1887 1887 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 6.13 483 483 LIMIT w/o 1500 0.32 1-1 L Op 1 0.00 17.38 483 483 LIMIT w/o 1500 0.32 1-1 R Op 1 0.00 20.63 486 486 LIMIT w/o 1500 0.32 1-1 L Op 2 0.00 29.38 486 486 LIMIT w/o 1500 0.32 1-1 R Op 2 0.00 34.63 478 478 LIMIT w/o 1500 0.32 1-1 R End 0.00 56.88 478 478 LIMIT w/o 1500 0.32 Line 6 6-1 R Op 1 30.00 31.38 791 791 LIMIT w/o 1500 0.53 6-1 L Op 2 30.00 34.13 791 791 LIMIT w/o 1500 0.53 6-1 R Op 2 30.00 39.38 981 981 LIMIT w/o 1500 0.65 6-1 R End 30.00 56.88 981 981 LIMIT w/o 1500 0.65 Line A A-1 L End 0.12 6.00 1323 1323 MST48 3425 0.39 A-1 R End 6.13 6.00 1323 1323 MSTC48B3 3315 0.40 A-2 L End 6.38 2.00 1309 1309 MSTC48B3 3315 0.39 A-2 R End 19.12 2.00 1309 1309 MST48 3425 0.38 Line E E-1 L End 0.12 57.00 1273 1273 MST48 3425 0.37 E-1 L Op 1 4.13 57.00 1273 1273 MSTC66B3 3817 0.33 E-1 R Op 1 10.38 57.00 1887 1887 MST48 3425 0.55 21 Page 25 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) E-1 L Op 2 24.88 57.00 1887 1887 MSTC66B3 3817 0.49 Legend: Line-Wall: Atwalloropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n – Position of studpack thathold-down isattached to: VElem – Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwallabove, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection. Includes forces transferred fromupper levels. Shear–Overturningcomponent =Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.70;h = wallheight , beff = wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh / Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Ev–Verticalseismic loadeffect fromASCE712.4.2.2 = -0.2SdsxASD factorxunfactoredD = 0.233SDSx factoredD.Refer toSeismic Information table formoredetails. Cmb'd–SumofASD-factoredoverturning,deadandverticalseismic forces.Mayalso include the uplift force t fromperforatedwalls from SDPWS4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing ofendstudpackonbottomplate Cap–Hold-downs:AllowableASD tension load fromdatabase;Compression:AllowableASDbearing force = CtCMCbFcpA;A = crosssectional areaofendstuds.Refer toFramingmaterials table fordetails. Crit.Resp.–CriticalResponse = CombinedASD force/AllowableASD tension load Notes: CombinedforcefromASCE72.4.1 loadcombination10 = -(0.6D-0.7Ev + 0.7Eh);Eh(from12.4.2.1) = -shearoverturningforce Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResults tableforperforatedfactorCo. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 22 Page 26 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 5504 5504 1-1 LeftOpening 1 0.00 14.00 472 -472 1-1 Right Opening 1 0.00 17.00 182 -182 1-1 LeftOpening 2 0.00 23.00 385 -385 1-1 Right Opening 2 0.00 28.00 -98 98 1-1 LeftOpening 3 0.00 50.25 652 -652 Line 6 Shearline force 4993 4993 6-1 Right Opening 1 30.00 27.75 -2942 2942 Line A Shearline force 3717 3717 A-1 LeftOpening 1 5.00 0.00 1093-1093 A-2 LeftWall End 23.50 3.00 -1199 1199 A-2 LeftOpening 1 25.75 3.00 -1169 1169 A-2 Right Opening 1 27.75 3.00 -30 30 A-2 LeftOpening 1 25.75 3.00 569 569 A-2 Right Opening 1 27.75 3.00 569 569 Line C Shearline force 2124 2124 C-1 LeftWall End 0.50 20.00 -35 35 C-1 LeftOpening 1 11.25 20.00 653 -653 C-1 Right Opening 1 13.75 20.00 476 -476 C-1 Right Wall End 18.75 20.00 797 -797 Line D Shearline force 1576 1576 D-2 LeftWall End 16.25 45.00 -854 854 D-2 LeftOpening 1 19.00 45.00 -279 279 D-2 Right Opening 1 27.00 45.00 -699 699 Line E Shearline force 3079 3079 E-1 LeftOpening 1 3.00 57.00 -962 962 E-1 Right Opening 1 9.00 57.00 962 -962 E-1 LeftOpening 1 3.00 57.00 1544 1544 E-1 Right Opening 1 9.00 57.00 1544 1544 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 3177 3177 1-1 LeftOpening 1 0.00 17.50 133 -133 1-1 Right Opening 1 0.00 20.50 -54 54 1-1 LeftOpening 2 0.00 29.50 51 -51 1-1 Right Opening 2 0.00 34.50 -261 261 Line 6 Shearline force 3022 3022 6-1 Right Opening 1 30.00 31.25 -1418 1418 6-1 LeftOpening 2 30.00 34.25 -1265 1265 6-1 Right Opening 2 30.00 39.25 -1576 1576 Line A Shearline force 3116 3116 A-2 LeftOpening 1 9.75 2.00 -624 624 A-2 Right Opening 1 15.75 2.00 624 -624 A-2 LeftOpening 1 9.75 2.00 888 888 A-2 Right Opening 1 15.75 2.00 888 888 Line E Shearline force 3083 3083 E-1 LeftOpening 1 4.25 57.00 253 -253 E-1 Right Opening 1 10.25 57.00 -364 364 E-1 LeftOpening 2 25.00 57.00 514 -514 Legend: Line-Wall-Shearline andwallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView DragstrutForce-Axialforce in transferelementatopenings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline forceshown.ForSDCC-F, it is thegreaterof thedesignshearline forceand thediaphragm forceFpx,added toshearline force fromstoryaboveand to forces transferred fromdiscontinuousshearlines factoredbyoverstrength(omega)asper12.10.1.1. Refer toSeismic Information table fordiaphragm forcesandomega factor. 23 Page 27 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(A).wswu Oct. 28, 2024 08:10:25 ForSDCD-F, if horizontal torsional irregularities2,3,or4are input,orvertical irregularity4detectedor input,25% increase from12.3.3.4applied. Forperforatedwalls,this force isconverted tovmaxusing 4.3.6.4.1.1. Strap/BlockingForce–ForFTAOwalls, force transferred fromaboveandbelowopening toshearwallpier. ->Due toshearline force in thewest-to-eastorsouth-to-northdirection <-Due toshearline force in theeast-to-westornorth-to-southdirection 24 Page 28 of 201 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2482-SHEAR(3-CAR)(A).wswu Oct.28,202408:11:16 -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' E-1 A-1 A-2 B-1 D-2 C-2 D-1 C-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 29 of 201 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2482-SHEAR(3-CAR)(A).wswu Oct.28,202408:11:16 -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' E-1 A-2 A-1 B-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 30 of 201 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 L2M-2482-SHEAR(3-CAR)(A).wswu Oct.28,202408:11:28 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 0.209s 0.209s ApproximateTa 0.209s 0.209s Maximum T 0.292s 0.292s 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 31 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 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 8.50 North Gable 90.0 1.00 ExtentX,Y =30.00 48.50 South Gable 90.0 1.00 RidgeXLocation,Offset 15.00 0.00 East Side 30.0 1.00 RidgeElevation,Height 28.68 8.66 West Side 30.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =0.25 6.00 North Joined 90.0 1.00 ExtentX,Y =19.25 2.50 South Gable 90.0 1.00 RidgeXLocation,Offset 9.87 0.00 East Side 30.0 1.00 RidgeElevation,Height 25.58 5.56 West Side 30.0 1.00 Block 3 2 Story N-S Ridge LocationX,Y =6.25 2.00 North Joined 90.0 1.00 ExtentX,Y =13.00 4.00 South Gable 90.0 1.00 RidgeXLocation,Offset 12.75 0.00 East Side 30.0 1.00 RidgeElevation,Height 23.77 3.75 West Side 30.0 1.00 Block 4 1 Story E-W Ridge LocationX,Y =-10.00 0.00 North Side 27.0 1.00 ExtentX,Y =10.00 20.75 South Side 27.0 1.00 RidgeYLocation,Offset 10.38 0.00 East Gable 90.0 1.00 RidgeElevation,Height 25.31 5.29 West Gable 90.0 1.00 2 Page 32 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in lbs/in in in 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 2 12 Y 1,2,3 2 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 4 12 Y 1,2,3 3 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 6 12 Y 1,3 4 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 3 12 Y 1,2,3 Legend: Grp–WallDesignGroupnumber,usedtoreferencewall inother tables(createdbyprogram) Surf–Exterioror interiorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.3C Thick–Nominalpanel thickness GU-Gypsumunderlay thickness Ply–Numberofplies(or layers) inconstructionofplywoodsheets Or–Orientation of longerdimension of sheathingpanelsor lumberplanks.Dbl. = Doublediagonal. Gvtv–Shearstiffness in lb/in.ofdepth fromSDPWSTablesC4.2.3A-B Type–Fastener type fromSDPWSTables4.3A-D: Common:commonwirenail;Box:galvanizedboxnail;Casing:casing nail;Roof:galvanizedroofingnail;Cooler:coolernail;WBoard:wallboard nail;Screw:drywallscrew;Gauge:nailmeasuredbygauge;Galv:galvanizedgaugenail;GWB:Gypsumwallboardbluednail Size-FromTables4.3A-DandTableA1;shown inWall Input fastenerdropdown Commonnails:6d = 0.113x2”,8d = 0.131x2.5”,10d =0.148x3”,12d = 0.148x3.5” Boxorcasing nails:6d = 0.099x2”,8d = 0.113x2.5”,10d =0.128x3”,12d = 0.126x3.5” Gauge,roofingandGWBnails:13ga= 0.92”x1-1/8”;11ga = 0.120”x1-1/8”(GWBnail forgypsum lath&plaster),1-1/4”(gyp.L&P),1-1/2” (wire lath&plaster,1/2” fiberboard ,1/2”GWB),1-3/4”(GSB,5/8”GWB,25/32” fiberboard,2-plyGWBbase),2-3/8”(2-plyGWB face) Coolerorwallboardnail:5d = .086”x1-5/8”;6d = .092”x1-7/8”;8d = .113”x2-3/8”;6/8d = 6dbaseply,8d faceply for2-plyGWB. Drywallscrews:No.6,1-1/4” long. RS–Ring-shanknails(non-shearwallsonly),with increasedwithdrawalcapacityasperNDS12.2.3.2. Eg–Paneledge fastenerspacing.For lumbersheathing,no.ofnailsperboardatshearwallboundary.For2-plyGWB,spacing of all nails inface ply. Fd–Fieldspacing interior topanels.For lumbersheathing,no.ofnailsperboardat interiorstuds.For2-plyGWB,spacing of all nails in faceply. Bk–Sheathing isnailed toblocking at allpaneledges;Y(es)orN(o) ApplyNotes–Notesbelow table legendwhichapply tosheathingside Notes: 1.Capacityhasbeenreducedforframingspecificgravityaccording toSDPWSTable4.3ANote3.Afactorof0.93 isappliedforHem.-Firframing and 0.92forS.-P.-F.ForothermaterialswithspecificgravityG less than0.5, it isG + 0.5. 2.Framing at adjoining panel edgesmustbe3"nominalorwiderwithstaggerednailingaccording toSDPWS4.3.7.1(5) 3.Shearcapacityforcurrentdesign hasbeen increased to thevaluefor15/32"sheathingwithsamenailingbecausestudspacing is16"max.or panelorientation ishorizontal.SeeSDPWSTable4.3ANote2. FRAMINGMATERIALSandSTANDARDWALLbyWALLGROUP Wall Species Grade b d Spcg SG E Fcp StandardWall Grp in in in psi^6 1 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 2 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 3 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 4 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 Legend: WallGrp–WallDesignGroup b–Studbreadth(thickness) d–Studdepth(width) Spcg–Maximum on-centrespacing of studs fordesign, actualspacing maybe less. SG–Specificgravity E–Modulusofelasticity StandardWall-Standardwalldesignedasgroup. Fcp-Compressivestrengthperpendicular tograin Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. Thefollowingfactorsareapplied toFcpforcompressivedesign and deformationunderwallsegmentendstuds : BearingareafactorCbfromNDS3.10.4,underwindowopenings. 3 Page 33 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 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 3 -10.00 0.00 20.75 20.75 20.50 -9.00 -- Wall 1-1 Seg 3 -10.00 0.00 20.75 20.75 20.50 0.43 - 22 Line 2 Level 2 Line 2 3 0.00 6.00 57.00 51.00 43.00 -8.00 -- Wall 2-1 Seg 3 0.00 6.00 57.00 51.00 43.00 -- 22 Segment 1 --6.00 17.50 11.50 11.25 0.70 - 22 Opening 1 --17.50 20.50 3.00 --5.00 22 Segment 2 --20.50 29.50 9.00 8.75 0.89 - 22 Opening 2 --29.50 34.50 5.00 --5.00 22 Segment 3 --34.50 57.00 22.50 22.25 0.36 - 22 Level 1 Line 2 3 0.00 0.00 57.00 57.00 22.25 -9.00 -- Wall 2-1 Seg 3 0.00 20.75 57.00 36.25 22.25 -- 22 Segment 1 --20.75 23.00 2.25 -4.00 - 22 Opening 1 --23.00 28.00 5.00 --5.00 22 Segment 2 --28.00 50.25 22.25 22.00 0.40 - 22 Opening 2 --50.25 55.25 5.00 --5.00 22 Segment 3 --55.25 57.00 1.75 -5.14 - 22 Line 3 Level 2 Line 3 NSW 6.25 2.00 6.00 4.00 0.00 -8.00 -- Wall 3-1 NSW 6.25 2.00 6.00 4.00 0.00 1.00 - 22 Line 4 Level 1 Line 4 NSW 12.00 45.00 57.00 12.00 0.00 -9.00 -- Wall 4-1 NSW 12.00 45.00 57.00 12.00 0.00 1.00 - 22 Line 5 Level 2 Line 5 NSW 19.25 0.00 8.50 8.50 0.00 -8.00 -- Wall 5-1 NSW 19.25 2.00 8.50 6.50 0.00 1.00 - 22 Level 1 Line 5 NSW 19.25 0.00 8.50 8.50 0.00 -9.00 -- Wall 5-1 NSW 19.25 0.00 5.00 5.00 0.00 1.00 - 22 Line 6 Level 1 Line 6 NSW 23.50 3.00 5.00 2.00 0.00 -9.00 -- Wall 6-1 NSW 23.50 3.00 5.00 2.00 0.00 1.00 - 22 Line 7 Level 2 Line 7 3 30.00 8.50 57.00 48.50 20.75 -8.00 -- Wall 7-1 Seg 3 30.00 8.50 57.00 48.50 20.75 -- 22 Segment 1 --8.50 9.50 1.00 -8.00 - 22 Opening 1 --9.50 31.25 21.75 --5.00 22 Segment 2 --31.25 34.25 3.00 2.75 2.67 - 22 Opening 2 --34.25 39.25 5.00 --5.00 22 Segment 3 --39.25 57.00 17.75 17.50 0.45 - 22 Level 1 Line 7 3 30.00 3.00 45.00 42.00 17.25 -9.00 -- Wall 7-1 Seg 3 30.00 3.00 45.00 42.00 17.25 -- 22 Segment 1 --3.00 4.00 1.00 -9.00 - 22 Opening 1 --4.00 27.75 23.75 --5.00 22 Segment 2 --27.75 45.00 17.25 17.00 0.52 - 22 East-west Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft]W E Line A Level 2 Line A 2 3.30 0.00 19.25 19.25 19.25 -8.00 -- Wall A-1 Seg 2 6.00 0.00 6.25 6.25 6.00 1.28 - 22 Wall A-2 FT 2 2.00 6.25 19.25 13.00 13.00 -- 22 Segment 1 --6.25 9.75 3.50 3.25 1.29 - -- Opening 1 --9.75 15.75 6.00 --4.50 -- Segment 2 --15.75 19.25 3.50 3.25 1.29 - -- Level 1 Line A 1 0.55 -10.00 30.00 40.00 15.50 -9.00 -- Wall A-1 Seg 1 0.00 -10.00 19.25 29.25 9.00 -- 22 Segment 1 ---10.00 -1.00 9.00 8.75 1.00 -2 2 4 Page 34 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Opening 1 ---1.00 18.00 19.00 --5.00 2 2 Segment 2 --18.00 19.25 1.25 -7.20 - 22 Wall A-2 FT 1 3.00 23.50 30.00 6.50 6.50 -- 22 Segment 1 --23.50 25.75 2.25 -2.22 - -- Opening 1 --25.75 27.75 2.00 --5.00 -- Segment 2 --27.75 30.00 2.25 -2.22 - -- Line B Level 2 Line B NSW 5.00 19.25 30.00 10.75 0.00 -8.00 -- Wall B-1 NSW 8.50 19.25 30.00 10.75 0.00 1.00 - 22 Level 1 Line B NSW 5.00 19.25 30.00 10.75 0.00 -9.00 -- Wall B-1 NSW 5.00 19.25 23.50 4.25 0.00 1.00 - 22 Line C Level 1 Line C 3 20.27 -10.00 30.00 40.00 22.75 -9.00 -- Wall C-1 Seg 3 20.75 -10.00 0.00 10.00 7.00 -- 22 Segment 1 ---10.00 -6.50 3.50 3.25 2.57 - 22 Opening 1 ---6.50 -3.50 3.00 --4.50 22 Segment 2 ---3.50 0.00 3.50 3.25 2.57 - 22 Wall C-2 Seg 3 20.00 0.50 18.75 18.25 15.75 -- 22 Segment 1 --0.50 11.25 10.75 10.50 0.84 - 22 Opening 1 --11.25 13.75 2.50 --5.00 22 Segment 2 --13.75 18.75 5.00 4.75 1.80 - 22 Line D Level 1 Line D 4 45.00 0.00 30.00 30.00 5.75 -9.00 -- Wall D-1 NSW 45.00 12.00 16.25 4.25 0.00 1.00 - 22 Wall D-2 Seg 4 45.00 16.25 30.00 13.75 5.75 -- 22 Segment 1 --16.25 19.00 2.75 -3.27 - 22 Opening 1 --19.00 27.00 8.00 --4.50 22 Segment 2 --27.00 30.00 3.00 2.75 3.00 - 22 Line E Level 2 Line E 3 57.00 0.00 30.00 30.00 19.00 -8.00 -- Wall E-1 Seg 3 57.00 0.00 30.00 30.00 19.00 -- 22 Segment 1 --0.00 4.25 4.25 4.00 1.88 - 22 Opening 1 --4.25 10.25 6.00 --5.00 22 Segment 2 --10.25 25.00 14.75 14.50 0.54 - 22 Opening 2 --25.00 29.00 4.00 --5.00 22 Segment 3 --29.00 30.00 1.00 -8.00 - 22 Level 1 Line E 1 57.00 0.00 12.00 12.00 12.00 -9.00 -- Wall E-1 FT 1 57.00 0.00 12.00 12.00 12.00 -- 22 Segment 1 --0.00 3.00 3.00 2.75 1.67 - -- Opening 1 --3.00 9.00 6.00 --5.00 -- Segment 2 --9.00 12.00 3.00 2.75 1.67 - -- 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 35 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 Loads WINDSHEARLOADS(asenteredorgenerated) Level 2 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall 1 W->EWind Line 2.00 6.00 43.4 Block 1 WWall MinW->EWind Line 2.00 6.00 32.0 Block 1 WWall MinW->EWind Line 6.00 57.00 32.0 Block 1 WWall 1 W->EWind Line 6.00 57.00 43.4 Block 1 WRoof 1 W->EWind Line 7.50 58.00 27.3 Block 1 WRoof MinW->EWind Line 7.50 58.00 37.0 Block 1 EWall MinW->E Lee Line 2.00 8.50 32.0 Block 1 EWall 1 W->E Lee Line 2.00 8.50 29.5 Block 1 ERoof 1 W->E Lee Line 7.50 58.00 81.9 Block 1 ERoof MinW->E Lee Line 7.50 58.00 37.0 Block 1 EWall 1 W->E Lee Line 8.50 57.00 29.5 Block 1 EWall MinW->E Lee Line 8.50 57.00 32.0 Block 1 WWall MinE->W Lee Line 2.00 6.00 32.0 Block 1 WWall 1 E->W Lee Line 2.00 6.00 29.5 Block 1 WWall 1 E->W Lee Line 6.00 57.00 29.5 Block 1 WWall MinE->W Lee Line 6.00 57.00 32.0 Block 1 WRoof 1 E->W Lee Line 7.50 58.00 81.9 Block 1 WRoof MinE->W Lee Line 7.50 58.00 37.0 Block 1 EWall MinE->WWind Line 2.00 8.50 32.0 Block 1 EWall 1 E->WWind Line 2.00 8.50 43.4 Block 1 ERoof 1 E->WWind Line 7.50 58.00 27.3 Block 1 ERoof MinE->WWind Line 7.50 58.00 37.0 Block 1 EWall 1 E->WWind Line 8.50 57.00 43.4 Block 1 EWall MinE->WWind Line 8.50 57.00 32.0 Block 1 SL Gable 1 S->NWind Line 0.00 15.00 0.0 100.5 Block 1 SWall 1 S->NWind Line 0.00 6.25 43.4 Block 1 SWall MinS->NWind Line 0.00 6.25 32.0 Block 1 SL Gable MinS->NWind Line 0.00 15.00 0.0 69.3 Block 1 SWall 1 S->NWind Line 6.25 19.25 43.4 Block 1 SWall MinS->NWind Line 6.25 19.25 32.0 Block 1 SR Gable MinS->NWind Line 15.00 30.00 69.3 0.0 Block 1 SR Gable 1 S->NWind Line 15.00 30.00 100.5 0.0 Block 1 SWall MinS->NWind Line 19.25 30.00 32.0 Block 1 SWall 1 S->NWind Line 19.25 30.00 43.4 Block 1 NWall 1 S->N Lee Line 0.00 30.00 22.3 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NL Gable MinS->N Lee Line 0.00 15.00 0.0 69.3 Block 1 NL Gable 1 S->N Lee Line 0.00 15.00 0.0 48.2 Block 1 NR Gable 1 S->N Lee Line 15.00 30.00 48.2 0.0 Block 1 NR Gable MinS->N Lee Line 15.00 30.00 69.3 0.0 Block 1 SL Gable 1 N->S Lee Line 0.00 15.00 0.0 48.2 Block 1 SWall 1 N->S Lee Line 0.00 6.25 22.3 Block 1 SWall MinN->S Lee Line 0.00 6.25 32.0 Block 1 SL Gable MinN->S Lee Line 0.00 15.00 0.0 69.3 Block 1 SWall MinN->S Lee Line 6.25 19.25 32.0 Block 1 SWall 1 N->S Lee Line 6.25 19.25 22.3 Block 1 SR Gable 1 N->S Lee Line 15.00 30.00 48.2 0.0 Block 1 SR Gable MinN->S Lee Line 15.00 30.00 69.3 0.0 Block 1 SWall 1 N->S Lee Line 19.25 30.00 22.3 Block 1 SWall MinN->S Lee Line 19.25 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 15.00 0.0 100.5 Block 1 NL Gable MinN->SWind Line 0.00 15.00 0.0 69.3 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 NR Gable 1 N->SWind Line 15.00 30.00 100.5 0.0 Block 1 NR Gable MinN->SWind Line 15.00 30.00 69.3 0.0 Block 2 WRoof MinW->EWind Line 5.00 8.50 24.5 Block 2 WRoof 1 W->EWind Line 5.00 8.50 17.8 Block 2 ERoof MinW->E Lee Line 5.00 8.50 24.5 Block 2 ERoof 1 W->E Lee Line 5.00 8.50 53.4 Block 2 WRoof 1 E->W Lee Line 5.00 8.50 53.4 Block 2 WRoof MinE->W Lee Line 5.00 8.50 24.5 Block 2 ERoof MinE->WWind Line 5.00 8.50 24.5 Block 2 ERoof 1 E->WWind Line 5.00 8.50 17.8 Block 2 SL Gable 1 S->NWind Line 0.25 9.88 0.0 63.7 Block 2 SL Gable MinS->NWind Line 0.25 9.88 0.0 44.5 Block 2 SR Gable MinS->NWind Line 9.87 19.50 44.5 0.0 Block 2 S R Gable 1 S->N Wind Line 9.87 19.50 63.7 0.0 6 Page 36 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 S L Gable Min N->S Lee Line 0.25 9.88 0.0 44.5 Block 2 SL Gable 1 N->S Lee Line 0.25 9.88 0.0 40.3 Block 2 SR Gable MinN->S Lee Line 9.87 19.50 44.5 0.0 Block 2 SR Gable 1 N->S Lee Line 9.87 19.50 40.3 0.0 Block 3 WRoof MinW->EWind Line 1.00 6.00 17.3 Block 3 WRoof 1 W->EWind Line 1.00 6.00 12.4 Block 3 ERoof 1 W->E Lee Line 1.00 6.00 37.2 Block 3 ERoof MinW->E Lee Line 1.00 6.00 17.3 Block 3 WRoof MinE->W Lee Line 1.00 6.00 17.3 Block 3 WRoof 1 E->W Lee Line 1.00 6.00 37.2 Block 3 ERoof MinE->WWind Line 1.00 6.00 17.3 Block 3 ERoof 1 E->WWind Line 1.00 6.00 12.4 Block 3 SL Gable 1 S->NWind Line 6.25 12.75 0.0 42.6 Block 3 SL Gable MinS->NWind Line 6.25 12.75 0.0 30.0 Block 3 SR Gable 1 S->NWind Line 12.75 19.25 42.6 0.0 Block 3 SR Gable MinS->NWind Line 12.75 19.25 30.0 0.0 Block 3 SL Gable MinN->S Lee Line 6.25 12.75 0.0 30.0 Block 3 SL Gable 1 N->S Lee Line 6.25 12.75 0.0 26.9 Block 3 SR Gable MinN->S Lee Line 12.75 19.25 30.0 0.0 Block 3 SR Gable 1 N->S Lee Line 12.75 19.25 26.9 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 20.75 61.7 Block 1 WWall MinW->EWind Line 0.00 20.75 48.0 Block 1 WWall 1 W->EWind Line 2.00 6.00 41.3 Block 1 WWall MinW->EWind Line 2.00 6.00 32.0 Block 1 WWall MinW->EWind Line 3.00 5.00 48.0 Block 1 WWall 1 W->EWind Line 3.00 5.00 61.7 Block 1 WWall MinW->EWind Line 6.00 57.00 32.0 Block 1 WWall 1 W->EWind Line 6.00 57.00 41.3 Block 1 WWall 1 W->EWind Line 20.75 57.00 61.7 Block 1 WWall MinW->EWind Line 20.75 57.00 48.0 Block 1 EWall MinW->E Lee Line 0.00 5.00 48.0 Block 1 EWall 1 W->E Lee Line 0.00 5.00 44.3 Block 1 EWall 1 W->E Lee Line 2.00 8.50 29.5 Block 1 EWall MinW->E Lee Line 2.00 8.50 32.0 Block 1 EWall 1 W->E Lee Line 3.00 45.00 44.3 Block 1 EWall MinW->E Lee Line 3.00 45.00 48.0 Block 1 EWall 1 W->E Lee Line 8.50 57.00 29.5 Block 1 EWall MinW->E Lee Line 8.50 57.00 32.0 Block 1 EWall 1 W->E Lee Line 45.00 57.00 44.3 Block 1 EWall MinW->E Lee Line 45.00 57.00 48.0 Block 1 WWall MinE->W Lee Line 0.00 20.75 48.0 Block 1 WWall 1 E->W Lee Line 0.00 20.75 44.3 Block 1 WWall MinE->W Lee Line 2.00 6.00 32.0 Block 1 WWall 1 E->W Lee Line 2.00 6.00 29.5 Block 1 WWall 1 E->W Lee Line 3.00 5.00 44.3 Block 1 WWall MinE->W Lee Line 3.00 5.00 48.0 Block 1 WWall MinE->W Lee Line 6.00 57.00 32.0 Block 1 WWall 1 E->W Lee Line 6.00 57.00 29.5 Block 1 WWall MinE->W Lee Line 20.75 57.00 48.0 Block 1 WWall 1 E->W Lee Line 20.75 57.00 44.3 Block 1 EWall 1 E->WWind Line 0.00 5.00 61.7 Block 1 EWall MinE->WWind Line 0.00 5.00 48.0 Block 1 EWall 1 E->WWind Line 2.00 8.50 41.3 Block 1 EWall MinE->WWind Line 2.00 8.50 32.0 Block 1 EWall MinE->WWind Line 3.00 45.00 48.0 Block 1 EWall 1 E->WWind Line 3.00 45.00 61.7 Block 1 EWall 1 E->WWind Line 8.50 57.00 41.3 Block 1 EWall MinE->WWind Line 8.50 57.00 32.0 Block 1 EWall MinE->WWind Line 45.00 57.00 48.0 Block 1 EWall 1 E->WWind Line 45.00 57.00 61.7 Block 1 SWall MinS->NWind Line -10.00 19.25 48.0 Block 1 SWall 1 S->NWind Line -10.00 19.25 61.7 Block 1 SWall MinS->NWind Line 0.00 6.25 32.0 Block 1 SWall 1 S->NWind Line 0.00 6.25 41.3 Block 1 SWall MinS->NWind Line 6.25 19.25 32.0 Block 1 SWall 1 S->NWind Line 6.25 19.25 41.3 Block 1 SWall 1 S->NWind Line 19.25 23.50 61.7 Block 1 S Wall Min S->N Wind Line 19.25 30.00 32.0 7 Page 37 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 S Wall 1 S->N Wind Line 19.25 30.00 41.3 Block 1 SWall MinS->NWind Line 19.25 23.50 48.0 Block 1 SWall 1 S->NWind Line 23.50 30.00 61.7 Block 1 SWall MinS->NWind Line 23.50 30.00 48.0 Block 1 NWall MinS->N Lee Line -10.00 0.00 48.0 Block 1 NWall 1 S->N Lee Line -10.00 0.00 33.4 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 22.3 Block 1 NWall 1 S->N Lee Line 0.00 12.00 33.4 Block 1 NWall MinS->N Lee Line 0.00 12.00 48.0 Block 1 NWall MinS->N Lee Line 12.00 30.00 48.0 Block 1 NWall 1 S->N Lee Line 12.00 30.00 33.4 Block 1 SWall MinN->S Lee Line -10.00 19.25 48.0 Block 1 SWall 1 N->S Lee Line -10.00 19.25 33.4 Block 1 SWall MinN->S Lee Line 0.00 6.25 32.0 Block 1 SWall 1 N->S Lee Line 0.00 6.25 22.3 Block 1 SWall 1 N->S Lee Line 6.25 19.25 22.3 Block 1 SWall MinN->S Lee Line 6.25 19.25 32.0 Block 1 SWall MinN->S Lee Line 19.25 30.00 32.0 Block 1 SWall 1 N->S Lee Line 19.25 23.50 33.4 Block 1 SWall MinN->S Lee Line 19.25 23.50 48.0 Block 1 SWall 1 N->S Lee Line 19.25 30.00 22.3 Block 1 SWall MinN->S Lee Line 23.50 30.00 48.0 Block 1 SWall 1 N->S Lee Line 23.50 30.00 33.4 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 30.00 32.0 Block 1 NWall MinN->SWind Line 0.00 12.00 48.0 Block 1 NWall 1 N->SWind Line 0.00 12.00 61.7 Block 1 NWall 1 N->SWind Line 0.00 30.00 41.3 Block 1 NWall 1 N->SWind Line 12.00 30.00 61.7 Block 1 NWall MinN->SWind Line 12.00 30.00 48.0 Block 4 WL Gable MinW->EWind Line 0.00 10.38 0.0 42.3 Block 4 WL Gable 1 W->EWind Line 0.00 10.38 0.0 60.5 Block 4 WR Gable MinW->EWind Line 10.38 20.75 42.3 0.0 Block 4 WR Gable 1 W->EWind Line 10.38 20.75 60.5 0.0 Block 4 EL Gable 1 W->E Lee Line 0.00 10.38 0.0 38.3 Block 4 EL Gable MinW->E Lee Line 0.00 10.38 0.0 42.3 Block 4 ER Gable 1 W->E Lee Line 10.38 20.75 38.3 0.0 Block 4 ER Gable MinW->E Lee Line 10.38 20.75 42.3 0.0 Block 4 WL Gable MinE->W Lee Line 0.00 10.38 0.0 42.3 Block 4 WL Gable 1 E->W Lee Line 0.00 10.38 0.0 38.3 Block 4 WR Gable 1 E->W Lee Line 10.38 20.75 38.3 0.0 Block 4 WR Gable MinE->W Lee Line 10.38 20.75 42.3 0.0 Block 4 EL Gable MinE->WWind Line 0.00 10.38 0.0 42.3 Block 4 EL Gable 1 E->WWind Line 0.00 10.38 0.0 60.5 Block 4 ER Gable MinE->WWind Line 10.38 20.75 42.3 0.0 Block 4 ER Gable 1 E->WWind Line 10.38 20.75 60.5 0.0 Block 4 SRoof MinS->NWind Line -11.00 1.00 23.2 Block 4 SRoof 1 S->NWind Line -11.00 1.00 6.7 Block 4 NRoof MinS->N Lee Line -11.00 1.00 23.2 Block 4 NRoof 1 S->N Lee Line -11.00 1.00 50.3 Block 4 SRoof 1 N->S Lee Line -11.00 1.00 50.3 Block 4 SRoof MinN->S Lee Line -11.00 1.00 23.2 Block 4 NRoof MinN->SWind Line -11.00 1.00 23.2 Block 4 NRoof 1 N->SWind Line -11.00 1.00 6.7 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 8 Page 38 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.60 towind loads beforedistributing them to the shearlines. 9 Page 39 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 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 7.50 58.00 240.0 240.0 E-W Roof Block 1 7 Line 7.50 58.00 240.0 240.0 E-W Roof Block 2 Line 5.00 8.50 159.4 159.4 E-W Roof Block 2 Line 5.00 8.50 159.4 159.4 E-W Roof Block 3 3 Line 1.00 6.00 112.5 112.5 E-W Roof Block 3 5 Line 1.00 6.00 112.5 112.5 N-S Roof Block 1 Line -1.00 31.00 378.8 378.8 N-S Roof Block 1 E Line -1.00 31.00 378.8 378.8 N-S Roof Block 2 Line -0.75 20.50 33.8 33.8 N-S Roof Block 2 Line -0.75 20.50 18.8 18.8 N-S Roof Block 3 Line 5.25 20.25 45.0 45.0 N-S Roof Block 3 Line 5.25 20.25 30.0 30.0 N-S L Gable Block 1 Line 0.00 15.00 86.6 0.0 N-S R Gable Block 1 Line 15.00 30.00 0.0 86.6 N-S R Gable Block 1 E Line 0.00 15.00 86.6 0.0 N-S L Gable Block 1 E Line 15.00 30.00 0.0 86.6 N-S L Gable Block 2 Line 0.25 9.87 55.6 0.0 N-S R Gable Block 2 Line 9.87 19.50 0.0 55.6 N-S L Gable Block 3 Line 6.25 12.75 37.5 0.0 N-S R Gable Block 3 Line 12.75 19.25 0.0 37.5 BothWall 2-1 n/a 2 Line 6.00 57.00 40.0 40.0 BothWall 3-1 n/a 3 Line 2.00 6.00 40.0 40.0 BothWall 5-1 n/a 5 Line 2.00 8.50 40.0 40.0 BothWall 7-1 n/a 7 Line 8.50 57.00 40.0 40.0 BothWall A-2 n/a Line 6.25 19.25 40.0 40.0 BothWall A-1 n/a Line 0.00 6.25 40.0 40.0 BothWall B-1 n/a Line 19.25 30.00 40.0 40.0 BothWall E-1 n/a E Line 0.00 30.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 4 1 Line -1.00 21.75 90.0 90.0 E-W Roof Block 4 2 Line -1.00 21.75 90.0 90.0 E-W R Gable Block 4 1 Line 0.00 10.38 52.9 0.0 E-W L Gable Block 4 1 Line 10.38 20.75 0.0 52.9 E-W L Gable Block 4 2 Line 0.00 10.38 52.9 0.0 E-W R Gable Block 4 2 Line 10.38 20.75 0.0 52.9 E-W Floor F1 n/a 1 Line 0.00 5.00 175.5 175.5 E-W Floor F2 n/a 1 Line 5.00 20.75 240.0 240.0 BothWall 2-1 n/a 2 Line 6.00 57.00 40.0 40.0 E-W Floor F3 n/a 2 Line 20.75 45.00 180.0 180.0 E-W Floor F4 n/a 2 Line 45.00 57.00 72.0 72.0 BothWall 3-1 n/a 3 Line 2.00 6.00 40.0 40.0 E-W Floor F4 n/a 4 Line 45.00 57.00 72.0 72.0 E-W Floor F1 n/a 5 Line 0.00 5.00 175.5 175.5 BothWall 5-1 n/a 5 Line 2.00 8.50 40.0 40.0 E-W Floor F5 n/a 6 Line 3.00 5.00 39.0 39.0 E-W Floor F5 n/a 7 Line 3.00 5.00 39.0 39.0 E-W Floor F2 n/a 7 Line 5.00 20.75 240.0 240.0 BothWall 7-1 n/a 7 Line 8.50 57.00 40.0 40.0 E-W Floor F3 n/a 7 Line 20.75 45.00 180.0 180.0 N-S Roof Block 4 A Line -11.00 1.00 170.6 170.6 N-S Roof Block 4 Line -11.00 1.00 170.6 170.6 N-S Floor F1 n/a A Line -10.00 0.00 124.5 124.5 N-S Floor F2 n/a A Line 0.00 12.00 342.0 342.0 N-S Floor F3 n/a A Line 12.00 19.25 270.0 270.0 10 Page 40 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 BUILDINGMASSES(continued) BothWall A-2 n/a Line 6.25 19.25 40.0 40.0 N-S Floor F5 n/a Line 23.50 30.00 252.0 252.0 N-S Floor F4 n/a B Line 19.25 23.50 240.0 240.0 BothWall A-1 n/a Line 0.00 6.25 40.0 40.0 BothWall B-1 n/a Line 19.25 30.00 40.0 40.0 N-S Floor F1 n/a Line -10.00 0.00 124.5 124.5 N-S Floor F3 n/a D Line 12.00 19.25 270.0 270.0 N-S Floor F4 n/a D Line 19.25 23.50 240.0 240.0 N-S Floor F5 n/a D Line 23.50 30.00 252.0 252.0 BothWall E-1 n/a E Line 0.00 30.00 40.0 40.0 N-S Floor F2 n/a E Line 0.00 12.00 342.0 342.0 BothWall 1-1 n/a 1 Line 0.00 20.75 45.0 45.0 BothWall 2-1 n/a 2 Line 20.75 57.00 45.0 45.0 BothWall 4-1 n/a 4 Line 45.00 57.00 45.0 45.0 BothWall 5-1 n/a 5 Line 0.00 5.00 45.0 45.0 BothWall 6-1 n/a 6 Line 3.00 5.00 45.0 45.0 BothWall 7-1 n/a 7 Line 3.00 45.00 45.0 45.0 BothWall A-1 n/a A Line -10.00 19.25 45.0 45.0 BothWall A-2 n/a Line 23.50 30.00 45.0 45.0 BothWall B-1 n/a B Line 19.25 23.50 45.0 45.0 BothWall C-2 n/a C Line 0.50 18.75 27.0 27.0 BothWall C-1 n/a Line -10.00 0.00 45.0 45.0 BothWall D-1 n/a D Line 12.00 16.25 45.0 45.0 BothWall D-2 n/a D Line 16.25 30.00 45.0 45.0 BothWall E-1 n/a E Line 0.00 12.00 45.0 45.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline that equivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserapplied area loadsonly 11 Page 41 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line 1.00 2.00 44.9 44.9 E-W Point 2.00 2.00 152 152 E-W Line 2.00 5.00 60.9 60.9 E-W Line 5.00 6.00 124.5 124.5 E-W Point 6.00 6.00 157 157 E-W Line 6.00 7.50 79.6 79.6 E-W Line 7.50 8.50 175.4 175.4 E-W Point 8.50 8.50 345 345 E-W Line 8.50 57.00 111.8 111.8 E-W Point 57.00 57.00 499 499 E-W Line 57.00 58.00 95.8 95.8 N-S Line -1.00 -0.75 151.2 151.2 N-S Line -0.75 0.00 161.7 161.7 N-S Point 0.00 0.00 407 407 N-S Line 0.00 0.25 177.6 178.2 N-S Line 0.25 5.25 178.2 195.5 N-S Line 5.25 6.25 210.5 213.9 N-S Point 6.25 6.25 32 32 N-S Line 6.25 9.87 213.9 230.6 N-S Line 9.87 12.75 230.6 237.2 N-S Line 12.75 15.00 237.2 237.2 N-S Line 15.00 19.25 237.2 217.7 N-S Point 19.25 19.25 52 52 N-S Line 19.25 19.50 217.7 216.8 N-S Line 19.50 20.25 216.8 215.1 N-S Line 20.25 20.50 200.1 199.5 N-S Line 20.50 30.00 189.0 167.1 N-S Point 30.00 30.00 387 387 N-S Line 30.00 31.00 151.2 151.2 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line -1.00 0.00 20.4 20.4 E-W Point 0.00 0.00 149 149 E-W Line 0.00 2.00 70.3 72.7 E-W Point 2.00 2.00 59 59 E-W Line 2.00 3.00 81.7 82.9 E-W Point 3.00 3.00 33 33 E-W Line 3.00 5.00 101.9 104.2 E-W Point 5.00 5.00 22 22 E-W Line 5.00 6.00 99.8 100.9 E-W Point 6.00 6.00 28 28 E-W Line 6.00 8.50 100.9 103.8 E-W Point 8.50 8.50 49 49 E-W Line 8.50 10.38 103.8 106.0 E-W Line 10.38 20.75 106.0 94.0 E-W Point 20.00 20.00 56 56 E-W Point 20.75 20.75 51 51 E-W Line 20.75 21.75 80.4 80.4 E-W Line 21.75 45.00 60.0 60.0 E-W Point 45.00 45.00 92 92 E-W Line 45.00 57.00 35.6 35.6 E-W Point 57.00 57.00 197 197 N-S Line -11.00 -10.00 38.7 38.7 N-S Point -10.00 -10.00 168 168 N-S Line -10.00 0.00 77.1 77.1 N-S Point 0.00 0.00 478 478 N-S Line 0.00 0.50 135.4 135.4 N-S Line 0.50 1.00 138.5 138.5 N-S Line 1.00 6.25 99.8 99.8 N-S Point 6.25 6.25 18 18 N-S Line 6.25 12.00 99.8 99.8 N-S Point 12.00 12.00 61 61 N-S Line 12.00 16.25 83.5 83.5 N-S Line 16.25 18.75 83.5 83.5 12 Page 42 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 SEISMICLOADS(continued) N-S Line 18.75 19.25 80.4 80.4 N-S Point 19.25 19.25 55 55 N-S Line 19.25 23.50 73.6 73.6 N-S Point 23.50 23.50 10 10 N-S Line 23.50 30.00 76.3 76.3 N-S Point 30.00 30.00 434 434 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 43 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 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 44 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 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 3 Both 23.6 - 491 -1.0 - 339 -339 7044 0.07 Line 2 Level 2 Ln2,Lev2 -S->N - - 1602 - - - 339 - - 14596 - -N->S - - 1476 - - - 339 - - 14596 - Wall2-1 3 S->N - - 1602 -1.0 - 339 - - 14596 - 3 N->S - - 1476 -1.0 - 339 - - 14596 - Seg. 1 -S->N 37.2 - 428 -1.0 - 339 -339 3904 0.11 -N->S 34.3 - 395 -1.0 - 339 -339 3904 0.10 Seg. 2 -S->N 37.2 - 335 -1.0 - 339 -339 3055 0.11 -N->S 34.3 - 309 -1.0 - 339 -339 3055 0.10 Seg. 3 -S->N 37.2 - 838 -1.0 - 339 -339 7638 0.11 -N->S 34.3 - 772 -1.0 - 339 -339 7638 0.10 Level 1 Ln2,Lev1 -S->N - - 3520 - - - 339 - - 7553 - -N->S - - 3394 - - - 339 - - 7553 - Wall2-1 3 S->N - - 3520 -1.0 - 339 - - 7553 - 3 N->S - - 3394 -1.0 - 339 - - 7553 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -S->N 158.2 - 3520 -1.0 - 339 -339 7553 0.47 -N->S 152.5 - 3394 -1.0 - 339 -339 7553 0.45 Seg. 3 -Both 0.0 - 0 -1.0 - 339 -339 - - Line 7 Level 2 Ln7,Lev2 -S->N - - 1451 - - - 339 - - 6789 - -N->S - - 1381 - - - 339 - - 6789 - Wall7-1 3 S->N - - 1451 -1.0 - 339 - - 6789 - 3 N->S - - 1381 -1.0 - 339 - - 6789 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -S->N 54.4 - 163 -.75 - 255 -255 764 0.21 -N->S 51.8 - 155 -.75 - 255 -255 764 0.20 Seg. 3 -S->N 72.6 - 1288 -1.0 - 339 -339 6025 0.21 -N->S 69.0 - 1225 -1.0 - 339 -339 6025 0.20 Level 1 Ln7,Lev1 -S->N - - 2880 - - - 339 - - 5856 - -N->S - - 2809 - - - 339 - - 5856 - Wall7-1 3 S->N - - 2880 -1.0 - 339 - - 5856 - 3 N->S - - 2809 -1.0 - 339 - - 5856 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -S->N 166.9 - 2880 -1.0 - 339 -339 5856 0.49 -N->S 162.8 - 2809 -1.0 - 339 -339 5856 0.48 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 2 LnA,Lev2 -Both - - 3012 - - - 495 - - 9533 - WallA-1 2 Both 156.5 - 978 -1.0 - 495 -495 3095 0.32 WallA-2 2 Both - - 2034 -1.0 - 495 - - 6438 - Seg. 1 -Both 290.6 -16.0 1017 -1.0 - 495 -495 1733 0.59 Open. 1 -Both -357.7 2146 - - - 495 -495 2971 0.72 Seg. 2 -Both 290.6 -16.0 1017 -1.0 - 495 -495 1733 0.59 Level 1 LnA,Lev1 -Both - - 4447 - - - 832 - - 12527 - WallA-1 1 Both - - 2695 -1.0 - 832 - - 7491 - Seg. 1 -Both 299.5 - 2695 -1.0 - 832 -832 7491 0.36 Seg. 2 -Both 0.0 - 0 -1.0 - 832 -832 - - WallA-2 1 Both - - 1752 -1.0 - 832 - - 5036 - Seg. 1 -Both 389.3 119.8 876 -.90 - 749 -749 1686 0.52 Open. 1 -Both -606.4 1213 - - - 832 -832 1665 0.73 Seg. 2 -Both 389.3 119.8 876 -.90 - 749 -749 1686 0.52 Line C LnC,Lev1 -Both - - 2685 - - - 339 - - 7194 - WallC-1 3 Both - - 690 - 1.0 - 339 - - 1848 - 15 Page 45 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 SHEARRESULTS(flexiblewinddesign,continued) Seg. 1 -Both 98.5 - 345 - .78 - 264 - 264 924 0.37 Seg. 2 -Both 98.5 - 345 -.78 - 264 -264 924 0.37 WallC-2 3 Both - - 1995 -1.0 - 339 - - 5346 - Seg. 1 -Both 126.7 - 1362 -1.0 - 339 -339 3649 0.37 Seg. 2 -Both 126.7 - 633 -1.0 - 339 -339 1697 0.37 Line D LnD,Lev1 -Both - - 1949 - - - 637 - - 2345 - WallD-2 4^Both - - 1949 -1.0 - 637 - - 2345 - Seg. 1 -Both 323.6 - 890 -.61 - 389 -389 1071 0.83 Seg. 2 -Both 353.0 - 1059 -.67 - 425 -425 1274 0.83 Line E Level 2 LnE,Lev2 -Both - - 3000 - - - 339 - - 6450 - WallE-1 3 Both - - 3000 -1.0 - 339 - - 6450 - Seg. 1 -Both 157.9 - 671 -1.0 - 339 -339 1443 0.47 Seg. 2 -Both 157.9 - 2329 -1.0 - 339 -339 5007 0.47 Seg. 3 -Both 0.0 - 0 -1.0 - 339 -339 - - Level 1 LnE,Lev1 -Both - - 3636 - - - 832 - - 9988 - WallE-1 1 Both - - 3636 -1.0 - 832 - - 9988 - Seg. 1 -Both 606.0 -75.8 1818 -1.0 - 832 -832 2497 0.73 Open. 1 -Both -681.8 4091 - - - 832 -832 4994 0.82 Seg. 2 -Both 606.0 -75.8 1818 -1.0 - 832 -832 2497 0.73 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 46 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 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 0.12 1 215 215 LIMIT w/o 1500 0.14 1-1 R End -10.00 20.63 1 215 215 LIMIT w/o 1500 0.14 Line 2 V Elem 0.00 6.13 1 448 448 Refer to upper level V Elem 0.00 17.38 1 413 413 Refer to upper level V Elem 0.00 20.63 1 307 307 Refer to upper level 2-1 R Op 1 0.00 28.13 1 1440 1440 STHD14 (8" S 3815 0.38 V Elem 0.00 29.38 1 282 282 Refer to upper level V Elem 0.00 34.63 1 301 301 Refer to upper level 2-1 L Op 2 0.00 50.13 1 1388 1388 STHD14 (8" S 3815 0.36 V Elem 0.00 56.88 1 278 278 Refer to upper level Line 7 7-1 R Op 1 30.00 27.88 1 1524 1524 STHD14 (8" S 3815 0.40 V Elem 30.00 31.38 1 475 475 Refer to upper level V Elem 30.00 34.13 1 452 452 Refer to upper level V Elem 30.00 39.38 1 589 589 Refer to upper level 7-1 R End 30.00 44.88 1 1487 1487 STHD14 (8" S 3815 0.39 V Elem 30.00 56.88 1 560 560 Refer to upper level Line A A-1 L End -9.87 0.00 1 2772 2772 N/A 30000 0.09 A-1 L Op 1 -1.12 0.00 1 2772 2772 N/A 30000 0.09 V Elem 0.12 0.00 1 1575 1575 Refer to upper level V Elem 6.13 0.00 1 1575 1575 Refer to upper level V Elem 6.38 0.00 1 1582 1582 Refer to upper level V Elem 19.12 0.00 1 1582 1582 Refer to upper level A-2 L End 23.63 3.00 1 2523 2523 STHD14 (8" S 3815 0.66 A-2 R End 29.88 3.00 1 2523 2523 STHD14 (8" S 3815 0.66 Line C C-1 L End -9.87 20.75 1 955 955 LIMIT w/o 1500 0.64 C-1 L Op 1 -6.62 20.75 1 955 955 LIMIT w/o 1500 0.64 C-1 R Op 1 -3.37 20.75 1 955 955 LIMIT w/o 1500 0.64 C-1 R End -0.12 20.75 1 955 955 LIMIT w/o 1500 0.64 C-2 L End 0.63 20.00 1 1167 1167 LIMIT w/o 1500 0.78 C-2 L Op 1 11.13 20.00 1 1167 1167 LIMIT w/o 1500 0.78 C-2 R Op 1 13.88 20.00 1 1200 1200 LIMIT w/o 1500 0.80 C-2 R End 18.63 20.00 1 1200 1200 LIMIT w/o 1500 0.80 Line D D-2 L End 16.38 45.00 1 3204 3204 STHD14 (8" S 3815 0.84 D-2 L Op 1 18.88 45.00 1 3204 3204 STHD14 (8" S 3815 0.84 D-2 R Op 1 27.13 45.00 1 3466 3466 STHD14 (8" S 3815 0.91 D-2 R End 29.88 45.00 1 3466 3466 STHD14 (8" S 3815 0.91 Line E E-1 L End 0.12 57.00 1 4333 4333 STHD14 (8" S 5285 0.82 V Elem 2.88 57.00 1 1257 1257 Refer to upper level V Elem 9.13 57.00 1 290 290 Refer to upper level V Elem 10.38 57.00 1 2295 2295 Refer to upper level E-1 R End 11.88 57.00 1 2785 2785 STHD14 (8" S 5285 0.53 V Elem 24.88 57.00 1 2295 2295 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 6.13 1 448 448 LIMIT w/o 1500 0.30 2-1 L Op 1 0.00 17.38 1 413 413 LIMIT w/o 1500 0.28 2-1 R Op 1 0.00 20.63 1 307 307 LIMIT w/o 1500 0.20 2-1 L Op 2 0.00 29.38 1 282 282 LIMIT w/o 1500 0.19 2-1 R Op 2 0.00 34.63 1 301 301 LIMIT w/o 1500 0.20 2-1 R End 0.00 56.88 1 278 278 LIMIT w/o 1500 0.19 Line 7 7-1 R Op 1 30.00 31.38 1 475 475 LIMIT w/o 1500 0.32 7-1 L Op 2 30.00 34.13 1 452 452 LIMIT w/o 1500 0.30 7-1 R Op 2 30.00 39.38 1 589 589 LIMIT w/o 1500 0.39 7-1 R End 30.00 56.88 1 560 560 LIMIT w/o 1500 0.37 Line A A-1 L End 0.12 6.00 1 1575 1575 MST48 3425 0.46 A-1 R End 6.13 6.00 1 1575 1575 MSTC48B3 3315 0.48 A-2 L End 6.38 2.00 1 1582 1582 MSTC48B3 3315 0.48 A-2 R End 19.12 2.00 1 1582 1582 MST48 3425 0.46 17 Page 47 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 Hold-DownandCompressionDesign(flexiblewinddesign,continued) Line E E-1 L End 0.12 57.00 1 1548 1548 MST48 3425 0.45 E-1 L Op 1 4.13 57.00 1 1548 1548 MSTC66B3 3817 0.41 E-1 R Op 1 10.38 57.00 1 2295 2295 MST48 3425 0.67 E-1 L Op 2 24.88 57.00 1 2295 2295 MSTC66B3 3817 0.60 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n–Position of studpack thathold-down isattached toorwhich isapplyingcompression force: VElem–Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView LoadCase–Resultsare forcritical loadcase: ASCE7AllHeights:Case1or2 fromFig. 27.3-8 ASCE7Low-rise:Windwardcorner(s)andCaseAorB fromFig. 28.3-1 ASCE7Minimum loads(27.1.5 / 28.3.4):"Min" TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection.Includes forces transferred fromupper levels. Shear–Overturningcomponent = Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.60;h = wallheight,beff=wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh/Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Uplift–Upliftwind load component, factored forASDby0.60 Cmb'd–SumofASD-factoredoverturning, dead and uplift forces.Mayalso include the uplift force t fromperforatedwalls fromSDPWS 4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing of end studpackonbottomplate Cap–Hold-downs:AllowableASD tension load fromdatabase;Compression:allowableASDbearing force=CtCMCbFcpA;A = crosssectional areaofendstuds.Refer toFramingmaterials table fordetails Crit.Resp.–CriticalResponse = CombinedASD force / AllowableASD tension load Notes: Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Mostsevereofwind load cases isusedforoverturningcalculation. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 18 Page 48 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 COLLECTORFORCES(flexiblewinddesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 2 2-1 Right Opening 1 0.00 28.00 -1729 1667 2-1 Left Opening 2 0.00 50.25 417 -402 Line 7 7-1 Right Opening 1 30.00 27.75 -1697 1655 Line A A-1 Left Opening 1 -1.00 0.00 1695-1695 A-2 Left Wall End 23.50 3.00 -1029 1029 A-2 Left Opening 1 25.75 3.00 -1010 1010 A-2 Right Opening 1 27.75 3.00 -19 19 A-2 Left Opening 1 25.75 3.00 606 606 A-2 Right Opening 1 27.75 3.00 606 606 Line C C-1 Left Opening 1 -6.50 20.75 110 -110 C-1 Right Opening 1 -3.50 20.75 -91 91 C-1 Right Wall End 0.00 20.75 18 -18 C-2 Left Wall End 0.50 20.00 -15 15 C-2 Left Opening 1 11.25 20.00 625 -625 C-2 Right Opening 1 13.75 20.00 457 -457 C-2 Right Wall End 18.75 20.00 755 -755 Line D D-2 Left Wall End 16.25 45.00 -1056 1056 D-2 Left Opening 1 19.00 45.00 -344 344 D-2 Right Opening 1 27.00 45.00 -864 864 Line E E-1 Left Opening 1 3.00 57.00 -1136 1136 E-1 Right Opening 1 9.00 57.00 1136-1136 E-1 Left Opening 1 3.00 57.00 2045 2045 E-1 Right Opening 1 9.00 57.00 2045 2045 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 17.50 67 -62 2-1 Right Opening 1 0.00 20.50 -27 25 2-1 Left Opening 2 0.00 29.50 26 -24 2-1 Right Opening 2 0.00 34.50 -131 121 Line 7 7-1 Right Opening 1 30.00 31.25 -681 648 7-1 Left Opening 2 30.00 34.25 -607 578 7-1 Right Opening 2 30.00 39.25 -757 720 Line A A-2 Left Opening 1 9.75 2.00 -604 604 A-2 Right Opening 1 15.75 2.00 604 -604 A-2 Left Opening 1 9.75 2.00 1073 1073 A-2 Right Opening 1 15.75 2.00 1073 1073 Line E E-1 Left Opening 1 4.25 57.00 246 -246 E-1 Right Opening 1 10.25 57.00 -354 354 E-1 Left Opening 2 25.00 57.00 500 -500 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 49 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 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 36657 1555.1 5121 5121 11416 15275 6200 6200 6200 6200 1 41324 1660.8 3277 3277 22896 14608 6989 6989 6989 6989 All 77981 -8398 8398 - - - - - - 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. 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 = 0.956,butV1 / Vr1 = 0.575,so theweakstory ispermitted. 20 Page 50 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 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 3 Both 20.0 - 414 -1.0 - 242 -242 5031 0.08 Line 2 Level 2 Ln2,Lev2 -Both - - 2623 - - - 242 - - 10426 - Wall2-1 3 Both - - 2623 -1.0 - 242 - - 10426 - Seg. 1 -Both 61.0 - 701 -1.0 - 242 -242 2788 0.25 Seg. 2 -Both 61.0 - 549 -1.0 - 242 -242 2182 0.25 Seg. 3 -Both 61.0 - 1372 -1.0 - 242 -242 5455 0.25 Level 1 Ln2,Lev1 -Both - - 4277 - - - 242 - - 5395 - Wall2-1 3 Both - - 4277 -1.0 - 242 - - 5395 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 192.2 - 4277 -1.0 - 242 -242 5395 0.79 Seg. 3 -Both 0.0 - 0 -1.0 - 242 -242 - - Line 7 Level 2 Ln7,Lev2 -Both - - 2499 - - - 242 - - 4849 - Wall7-1 3 Both - - 2499 -1.0 - 242 - - 4849 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 93.7 - 281 -.75 - 182 -182 546 0.52 Seg. 3 -Both 124.9 - 2218 -1.0 - 242 -242 4304 0.52 Level 1 Ln7,Lev1 -Both - - 3706 - - - 242 - - 4183 - Wall7-1 3^Both - - 3706 -1.0 - 242 - - 4183 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 214.9 - 3706 -1.0 - 242 -242 4183 0.89 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 2 LnA,Lev2 -Both - - 2574 - - - 354 - - 6809 - WallA-1 2^Both 133.7 - 836 -1.0 - 354 -354 2211 0.38 WallA-2 2^Both - - 1739 -1.0 - 354 - - 4599 - Seg. 1 -Both 248.4 -13.6 869 -1.0 - 354 -354 1238 0.70 Open. 1 -Both -305.7 1834 - - - 354 -354 2122 0.86 Seg. 2 -Both 248.4 -13.6 869 -1.0 - 354 -354 1238 0.70 Level 1 LnA,Lev1 -Both - - 3491 - - - 595 - - 8948 - WallA-1 1 Both - - 2115 -1.0 - 595 - - 5351 - Seg. 1 -Both 235.1 - 2115 -1.0 - 595 -595 5351 0.40 Seg. 2 -Both 0.0 - 0 -1.0 - 595 -595 - - WallA-2 1 Both - - 1375 -1.0 - 595 - - 3597 - Seg. 1 -Both 305.6 94.0 688 -.90 - 535 -535 1204 0.57 Open. 1 -Both -476.0 952 - - - 595 -595 1189 0.80 Seg. 2 -Both 305.6 94.0 688 -.90 - 535 -535 1204 0.57 Line C LnC,Lev1 -Both - - 1338 - - - 242 - - 5139 - WallC-1 3 Both - - 344 -1.0 - 242 - - 1320 - Seg. 1 -Both 49.1 - 172 -.78 - 189 -189 660 0.26 Seg. 2 -Both 49.1 - 172 -.78 - 189 -189 660 0.26 WallC-2 3 Both - - 995 -1.0 - 242 - - 3819 - Seg. 1 -Both 63.1 - 679 -1.0 - 242 -242 2606 0.26 Seg. 2 -Both 63.1 - 316 -1.0 - 242 -242 1212 0.26 Line D LnD,Lev1 -Both - - 735 - - - 455 - - 1675 - WallD-2 4 Both - - 735 -1.0 - 455 - - 1675 - Seg. 1 -Both 122.0 - 335 -.61 - 278 -278 765 0.44 Seg. 2 -Both 133.1 - 399 -.67 - 303 -303 910 0.44 Line E Level 2 LnE,Lev2 -Both - - 2547 - - - 242 - - 4607 - WallE-1 3 Both - - 2547 -1.0 - 242 - - 4607 - Seg. 1 -Both 134.0 - 570 -1.0 - 242 -242 1030 0.55 Seg. 2 -Both 134.0 - 1977 -1.0 - 242 -242 3576 0.55 Seg. 3 -Both 0.0 - 0 -1.0 - 242 -242 - - Level 1 21 Page 51 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 SHEARRESULTS(flexibleseismicdesign,continued) LnE,Lev1 -Both - - 2834 - - - 595 - - 7134 - WallE-1 1^Both - - 2834 -1.0 - 595 - - 7134 - Seg. 1 -Both 472.4 -59.0 1417 -1.0 - 595 -595 1784 0.79 Open. 1 -Both -531.4 3189 - - - 595 -595 3567 0.89 Seg. 2 -Both 472.4 -59.0 1417 -1.0 - 595 -595 1784 0.79 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 52 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 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 0.12 182 182 LIMIT w/o 1500 0.12 1-1 R End -10.00 20.63 182 182 LIMIT w/o 1500 0.12 Line 2 V Elem 0.00 6.13 734 734 Refer to upper level V Elem 0.00 17.38 734 734 Refer to upper level V Elem 0.00 20.63 502 502 Refer to upper level 2-1 R Op 1 0.00 28.13 1750 1750 STHD14 (8" S 3815 0.46 V Elem 0.00 29.38 502 502 Refer to upper level V Elem 0.00 34.63 493 493 Refer to upper level 2-1 L Op 2 0.00 50.13 1750 1750 STHD14 (8" S 3815 0.46 V Elem 0.00 56.88 493 493 Refer to upper level Line 7 7-1 R Op 1 30.00 27.88 1962 1962 STHD14 (8" S 3815 0.51 V Elem 30.00 31.38 818 818 Refer to upper level V Elem 30.00 34.13 818 818 Refer to upper level V Elem 30.00 39.38 1014 1014 Refer to upper level 7-1 R End 30.00 44.88 1962 1962 STHD14 (8" S 3815 0.51 V Elem 30.00 56.88 1014 1014 Refer to upper level Line A A-1 L End -9.87 0.00 2176 2176 N/A 30000 0.07 A-1 L Op 1 -1.12 0.00 2176 2176 N/A 30000 0.07 V Elem 0.12 0.00 1346 1346 Refer to upper level V Elem 6.13 0.00 1346 1346 Refer to upper level V Elem 6.38 0.00 1352 1352 Refer to upper level V Elem 19.12 0.00 1352 1352 Refer to upper level A-2 L End 23.63 3.00 1980 1980 STHD14 (8" S 3815 0.52 A-2 R End 29.88 3.00 1980 1980 STHD14 (8" S 3815 0.52 Line C C-1 L End -9.87 20.75 476 476 LIMIT w/o 1500 0.32 C-1 L Op 1 -6.62 20.75 476 476 LIMIT w/o 1500 0.32 C-1 R Op 1 -3.37 20.75 476 476 LIMIT w/o 1500 0.32 C-1 R End -0.12 20.75 476 476 LIMIT w/o 1500 0.32 C-2 L End 0.63 20.00 582 582 LIMIT w/o 1500 0.39 C-2 L Op 1 11.13 20.00 582 582 LIMIT w/o 1500 0.39 C-2 R Op 1 13.88 20.00 598 598 LIMIT w/o 1500 0.40 C-2 R End 18.63 20.00 598 598 LIMIT w/o 1500 0.40 Line D D-2 L End 16.38 45.00 1208 1208 STHD14 (8" S 3815 0.32 D-2 L Op 1 18.88 45.00 1208 1208 STHD14 (8" S 3815 0.32 D-2 R Op 1 27.13 45.00 1307 1307 STHD14 (8" S 3815 0.34 D-2 R End 29.88 45.00 1307 1307 STHD14 (8" S 3815 0.34 Line E E-1 L End 0.12 57.00 3485 3485 STHD14 (8" S 5285 0.66 V Elem 2.88 57.00 1068 1068 Refer to upper level V Elem 9.13 57.00 246 246 Refer to upper level V Elem 10.38 57.00 1949 1949 Refer to upper level E-1 R End 11.88 57.00 2171 2171 STHD14 (8" S 5285 0.41 V Elem 24.88 57.00 1949 1949 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 6.13 734 734 LIMIT w/o 1500 0.49 2-1 L Op 1 0.00 17.38 734 734 LIMIT w/o 1500 0.49 2-1 R Op 1 0.00 20.63 502 502 LIMIT w/o 1500 0.33 2-1 L Op 2 0.00 29.38 502 502 LIMIT w/o 1500 0.33 2-1 R Op 2 0.00 34.63 493 493 LIMIT w/o 1500 0.33 2-1 R End 0.00 56.88 493 493 LIMIT w/o 1500 0.33 Line 7 7-1 R Op 1 30.00 31.38 818 818 LIMIT w/o 1500 0.55 7-1 L Op 2 30.00 34.13 818 818 LIMIT w/o 1500 0.55 7-1 R Op 2 30.00 39.38 1014 1014 LIMIT w/o 1500 0.68 7-1 R End 30.00 56.88 1014 1014 LIMIT w/o 1500 0.68 Line A A-1 L End 0.12 6.00 1346 1346 MST48 3425 0.39 A-1 R End 6.13 6.00 1346 1346 MSTC48B3 3315 0.41 A-2 L End 6.38 2.00 1352 1352 MSTC48B3 3315 0.41 A-2 R End 19.12 2.00 1352 1352 MST48 3425 0.39 23 Page 53 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) Line E E-1 L End 0.12 57.00 1314 1314 MST48 3425 0.38 E-1 L Op 1 4.13 57.00 1314 1314 MSTC66B3 3817 0.34 E-1 R Op 1 10.38 57.00 1949 1949 MST48 3425 0.57 E-1 L Op 2 24.88 57.00 1949 1949 MSTC66B3 3817 0.51 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n–Position of studpack thathold-down isattached to: VElem–Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection.Includes forces transferred fromupper levels. Shear–Overturningcomponent =Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.70;h = wallheight , beff=wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh/Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Ev–Verticalseismic loadeffect fromASCE712.4.2.2 = -0.2SdsxASD factorxunfactoredD = 0.233SDSx factoredD.Refer toSeismic Information table formoredetails. Cmb'd–SumofASD-factoredoverturning, dead and verticalseismic forces.Mayalso include the uplift force t fromperforatedwalls from SDPWS4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing of end studpackonbottomplate Cap–Hold-downs:AllowableASD tension load fromdatabase;Compression:AllowableASDbearing force=CtCMCbFcpA;A = crosssectional areaofendstuds.Refer toFramingmaterials table fordetails. Crit.Resp.–CriticalResponse = CombinedASD force/AllowableASD tension load Notes: CombinedforcefromASCE72.4.1 loadcombination10 = -(0.6D-0.7Ev+0.7Eh);Eh(from12.4.2.1) = -shearoverturningforce Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 24 Page 54 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 2 Shearline force 6152 6152 2-1 Right Opening 1 0.00 28.00 -3022 3022 2-1 Left Opening 2 0.00 50.25 729 -729 Line 7 Shearline force 5074 5074 7-1 Right Opening 1 30.00 27.75 -2990 2990 Line A Shearline force 4528 4528 A-1 Left Opening 1 -1.00 0.00 1726-1726 A-2 Left Wall End 23.50 3.00 -1048 1048 A-2 Left Opening 1 25.75 3.00 -1028 1028 A-2 Right Opening 1 27.75 3.00 -20 20 A-2 Left Opening 1 25.75 3.00 476 476 A-2 Right Opening 1 27.75 3.00 476 476 Line C Shearline force 2855 2855 C-1 Left Opening 1 -6.50 20.75 117 -117 C-1 Right Opening 1 -3.50 20.75 -97 97 C-1 Right Wall End 0.00 20.75 20 -20 C-2 Left Wall End 0.50 20.00 -16 16 C-2 Left Opening 1 11.25 20.00 665 -665 C-2 Right Opening 1 13.75 20.00 486 -486 C-2 Right Wall End 18.75 20.00 803 -803 Line D Shearline force 1567 1567 D-2 Left Wall End 16.25 45.00 -849 849 D-2 Left Opening 1 19.00 45.00 -277 277 D-2 Right Opening 1 27.00 45.00 -695 695 Line E Shearline force 3160 3160 E-1 Left Opening 1 3.00 57.00 -987 987 E-1 Right Opening 1 9.00 57.00 987 -987 E-1 Left Opening 1 3.00 57.00 1594 1594 E-1 Right Opening 1 9.00 57.00 1594 1594 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 2 Shearline force 3175 3175 2-1 Left Opening 1 0.00 17.50 133 -133 2-1 Right Opening 1 0.00 20.50 -54 54 2-1 Left Opening 2 0.00 29.50 51 -51 2-1 Right Opening 2 0.00 34.50 -261 261 Line 7 Shearline force 3025 3025 7-1 Right Opening 1 30.00 31.25 -1419 1419 7-1 Left Opening 2 30.00 34.25 -1266 1266 7-1 Right Opening 2 30.00 39.25 -1577 1577 Line A Shearline force 3116 3116 A-2 Left Opening 1 9.75 2.00 -624 624 A-2 Right Opening 1 15.75 2.00 624 -624 A-2 Left Opening 1 9.75 2.00 917 917 A-2 Right Opening 1 15.75 2.00 917 917 Line E Shearline force 3083 3083 E-1 Left Opening 1 4.25 57.00 253 -253 E-1 Right Opening 1 10.25 57.00 -364 364 E-1 Left Opening 2 25.00 57.00 514 -514 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. 25 Page 55 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(A).wswu Oct. 28, 2024 08:11:28 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 56 of 201 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28,202408:12:15 -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' F-1 A-1 A-2 B-1 E-2 C-1 E-1 D-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 57 of 201 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28,202408:12:15 -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' F-1 A-2 A-1 B-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 58 of 201 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28,202408:12:27 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) 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 0.209s 0.209s ApproximateTa 0.209s 0.209s Maximum T 0.292s 0.292s 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 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 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 8.50 North Gable 90.0 1.00 ExtentX,Y =30.00 48.50 South Gable 90.0 1.00 RidgeXLocation,Offset 15.00 0.00 East Side 30.0 1.00 RidgeElevation,Height 28.68 8.66 West Side 30.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =0.25 6.00 North Joined 90.0 1.00 ExtentX,Y =19.25 2.50 South Gable 90.0 1.00 RidgeXLocation,Offset 9.87 0.00 East Side 30.0 1.00 RidgeElevation,Height 25.58 5.56 West Side 30.0 1.00 Block 3 2 Story N-S Ridge LocationX,Y =6.25 2.00 North Joined 90.0 1.00 ExtentX,Y =13.00 4.00 South Gable 90.0 1.00 RidgeXLocation,Offset 12.75 0.00 East Side 30.0 1.00 RidgeElevation,Height 23.77 3.75 West Side 30.0 1.00 Block 4 1 Story E-W Ridge LocationX,Y =-10.00 0.00 North Side 27.0 1.00 ExtentX,Y =10.00 20.00 South Side 27.0 1.00 RidgeYLocation,Offset 10.00 0.00 East Gable 90.0 1.00 RidgeElevation,Height 25.12 5.10 West Gable 90.0 1.00 Block 5 1 Story N-S Ridge LocationX,Y =-10.00 20.25 North Gable 90.0 1.00 ExtentX,Y =10.00 20.25 South Gable 90.0 1.00 RidgeXLocation,Offset 0.00 5.00 East Side 90.0 1.00 RidgeElevation,Height 22.51 2.49 West Side 14.0 1.00 2 Page 60 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 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 2 12 Y 1,2,3 2 Ext 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 6 12 Y 1,3 4 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 3 12 Y 1,2,3 Legend: Grp–WallDesignGroupnumber,usedtoreferencewall inother tables(createdbyprogram) Surf–Exterioror interiorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.3C Thick–Nominalpanel thickness GU-Gypsumunderlay thickness Ply–Numberofplies(or layers) inconstructionofplywoodsheets Or–Orientation of longerdimension of sheathingpanelsor lumberplanks.Dbl. = Doublediagonal. Gvtv–Shearstiffness in lb/in.ofdepth fromSDPWSTablesC4.2.3A-B Type–Fastener type fromSDPWSTables4.3A-D: Common:commonwirenail;Box:galvanizedboxnail;Casing:casing nail;Roof:galvanizedroofingnail;Cooler:coolernail;WBoard:wallboard nail;Screw:drywallscrew;Gauge:nailmeasuredbygauge;Galv:galvanizedgaugenail;GWB:Gypsumwallboardbluednail Size-FromTables4.3A-DandTableA1;shown inWall Input fastenerdropdown Commonnails:6d = 0.113x2”,8d = 0.131x2.5”,10d =0.148x3”,12d = 0.148x3.5” Boxorcasing nails:6d = 0.099x2”,8d = 0.113x2.5”,10d =0.128x3”,12d = 0.126x3.5” Gauge,roofingandGWBnails:13ga= 0.92”x1-1/8”;11ga = 0.120”x1-1/8”(GWBnail forgypsum lath&plaster),1-1/4”(gyp.L&P),1-1/2” (wire lath&plaster,1/2” fiberboard ,1/2”GWB),1-3/4”(GSB,5/8”GWB,25/32” fiberboard,2-plyGWBbase),2-3/8”(2-plyGWB face) Coolerorwallboardnail:5d = .086”x1-5/8”;6d = .092”x1-7/8”;8d = .113”x2-3/8”;6/8d = 6dbaseply,8d faceply for2-plyGWB. Drywallscrews:No.6,1-1/4” long. RS–Ring-shanknails(non-shearwallsonly),with increasedwithdrawalcapacityasperNDS12.2.3.2. Eg–Paneledge fastenerspacing.For lumbersheathing,no.ofnailsperboardatshearwallboundary.For2-plyGWB,spacing of all nails inface ply. Fd–Fieldspacing interior topanels.For lumbersheathing,no.ofnailsperboardat interiorstuds.For2-plyGWB,spacing of all nails in faceply. Bk–Sheathing isnailed toblocking at allpaneledges;Y(es)orN(o) ApplyNotes–Notesbelow table legendwhichapply tosheathingside Notes: 1.Capacityhasbeenreducedforframingspecificgravityaccording toSDPWSTable4.3ANote3.Afactorof0.93 isappliedforHem.-Firframing and 0.92forS.-P.-F.ForothermaterialswithspecificgravityG less than0.5, it isG + 0.5. 2.Framing at adjoining panel edgesmustbe3"nominalorwiderwithstaggerednailingaccording toSDPWS4.3.7.1(5) 3.Shearcapacityforcurrentdesign hasbeen increased to thevaluefor15/32"sheathingwithsamenailingbecausestudspacing is16"max.or panelorientation ishorizontal.SeeSDPWSTable4.3ANote2. FRAMINGMATERIALSandSTANDARDWALLbyWALLGROUP Wall Species Grade b d Spcg SG E Fcp StandardWall Grp in in in psi^6 1 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 2 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 3 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 4 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 Legend: WallGrp–WallDesignGroup b–Studbreadth(thickness) d–Studdepth(width) Spcg–Maximum on-centrespacing of studs fordesign, actualspacing maybe less. SG–Specificgravity E–Modulusofelasticity StandardWall-Standardwalldesignedasgroup. Fcp-Compressivestrengthperpendicular tograin Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. Thefollowingfactorsareapplied toFcpforcompressivedesign and deformationunderwallsegmentendstuds : BearingareafactorCbfromNDS3.10.4,underwindowopenings. 3 Page 61 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 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 1 Line 1 3 -10.00 0.00 40.50 40.50 32.50 -9.00 -- Wall 1-1 Seg 3 -10.00 0.00 40.50 40.50 32.50 -- 22 Segment 1 --0.00 27.50 27.50 27.25 0.33 - 22 Opening 1 --27.50 35.50 8.00 --4.50 22 Segment 2 --35.50 40.50 5.00 4.75 1.80 - 22 Line 2 Level 2 Line 2 3 0.00 6.00 57.00 51.00 44.00 -8.00 -- Wall 2-1 Seg 3 0.00 6.00 57.00 51.00 44.00 -- 22 Segment 1 --6.00 17.50 11.50 11.25 0.70 - 22 Opening 1 --17.50 20.50 3.00 --5.00 22 Segment 2 --20.50 33.25 12.75 12.50 0.63 - 22 Opening 2 --33.25 37.25 4.00 --5.00 22 Segment 3 --37.25 57.00 19.75 19.50 0.41 - 22 Level 1 Line 2 0.00 6.00 57.00 51.00 0.00 -9.00 -- Wall 2-1 NSW 0.00 40.50 57.00 16.50 0.00 -- 22 Segment 1 --40.50 50.25 9.75 --- 22 Opening 1 --50.25 55.25 5.00 --5.00 22 Segment 2 --55.25 57.00 1.75 --- 22 Line 3 Level 2 Line 3 NSW 6.25 2.00 6.00 4.00 0.00 -8.00 -- Wall 3-1 NSW 6.25 2.00 6.00 4.00 0.00 1.00 - 22 Line 4 Level 1 Line 4 NSW 12.00 45.00 57.00 12.00 0.00 -9.00 -- Wall 4-1 NSW 12.00 45.00 57.00 12.00 0.00 1.00 - 22 Line 5 Level 2 Line 5 NSW 19.25 0.00 8.50 8.50 0.00 -8.00 -- Wall 5-1 NSW 19.25 2.00 8.50 6.50 0.00 1.00 - 22 Level 1 Line 5 NSW 19.25 0.00 8.50 8.50 0.00 -9.00 -- Wall 5-1 NSW 19.25 0.00 5.00 5.00 0.00 1.00 - 22 Line 6 Level 1 Line 6 NSW 23.50 3.00 5.00 2.00 0.00 -9.00 -- Wall 6-1 NSW 23.50 3.00 5.00 2.00 0.00 1.00 - 22 Line 7 Level 2 Line 7 3 30.00 8.50 57.00 48.50 20.75 -8.00 -- Wall 7-1 Seg 3 30.00 8.50 57.00 48.50 20.75 -- 22 Segment 1 --8.50 9.50 1.00 -8.00 - 22 Opening 1 --9.50 31.25 21.75 --5.00 22 Segment 2 --31.25 34.25 3.00 2.75 2.67 - 22 Opening 2 --34.25 39.25 5.00 --5.00 22 Segment 3 --39.25 57.00 17.75 17.50 0.45 - 22 Level 1 Line 7 2 30.00 3.00 45.00 42.00 17.25 -9.00 -- Wall 7-1 Seg 2 30.00 3.00 45.00 42.00 17.25 -- 22 Segment 1 --3.00 4.00 1.00 -9.00 - 22 Opening 1 --4.00 27.75 23.75 --5.00 22 Segment 2 --27.75 45.00 17.25 17.00 0.52 - 22 East-west Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft]W E Line A Level 2 Line A 2 3.30 0.00 19.25 19.25 19.25 -8.00 -- Wall A-1 Seg 2 6.00 0.00 6.25 6.25 6.00 1.28 - 22 Wall A-2 FT 2 2.00 6.25 19.25 13.00 13.00 -- 22 Segment 1 --6.25 9.75 3.50 3.25 1.29 - -- Opening 1 --9.75 15.75 6.00 --4.50 -- Segment 2 --15.75 19.25 3.50 3.25 1.29 - -- Level 1 Line A 1 0.55 -10.00 30.00 40.00 15.50 -9.00 -- Wall A-1 Seg 1 0.00 -10.00 19.25 29.25 9.00 --2 2 4 Page 62 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Segment 1 ---10.00 -1.00 9.00 8.75 1.00 -2 2 Opening 1 ---1.00 18.00 19.00 --5.00 22 Segment 2 --18.00 19.25 1.25 -7.20 - 22 Wall A-2 FT 1 3.00 23.50 30.00 6.50 6.50 -- 22 Segment 1 --23.50 25.75 2.25 -2.22 - -- Opening 1 --25.75 27.75 2.00 --5.00 -- Segment 2 --27.75 30.00 2.25 -2.22 - -- Line B Level 2 Line B NSW 5.00 19.25 30.00 10.75 0.00 -8.00 -- Wall B-1 NSW 8.50 19.25 30.00 10.75 0.00 1.00 - 22 Level 1 Line B NSW 5.00 19.25 30.00 10.75 0.00 -9.00 -- Wall B-1 NSW 5.00 19.25 23.50 4.25 0.00 1.00 - 22 Line C Level 1 Line C 3 20.00 -10.00 30.00 40.00 25.75 -9.00 -- Wall C-1 Seg 3 20.00 -9.50 18.75 28.25 25.75 -- 22 Segment 1 ---9.50 11.25 20.75 20.50 0.43 - 22 Opening 1 --11.25 13.75 2.50 --5.00 22 Segment 2 --13.75 18.75 5.00 4.75 1.80 - 22 Line D Level 1 Line D NSW 40.50 -10.00 0.00 10.00 0.00 -9.00 -- Wall D-1 NSW 40.50 -10.00 0.00 10.00 0.00 1.00 - 22 Line E Level 1 Line E 4 45.00 0.00 30.00 30.00 5.75 -9.00 -- Wall E-1 NSW 45.00 12.00 16.25 4.25 0.00 1.00 - 22 Wall E-2 Seg 4 45.00 16.25 30.00 13.75 5.75 -- 22 Segment 1 --16.25 19.00 2.75 -3.27 - 22 Opening 1 --19.00 27.00 8.00 --4.50 22 Segment 2 --27.00 30.00 3.00 2.75 3.00 - 22 Line F Level 2 Line F 3 57.00 0.00 30.00 30.00 19.00 -8.00 -- Wall F-1 Seg 3 57.00 0.00 30.00 30.00 19.00 -- 22 Segment 1 --0.00 4.25 4.25 4.00 1.88 - 22 Opening 1 --4.25 10.25 6.00 --5.00 22 Segment 2 --10.25 25.00 14.75 14.50 0.54 - 22 Opening 2 --25.00 29.00 4.00 --5.00 22 Segment 3 --29.00 30.00 1.00 -8.00 - 22 Level 1 Line F 1 57.00 0.00 12.00 12.00 12.00 -9.00 -- Wall F-1 FT 1 57.00 0.00 12.00 12.00 12.00 -- 22 Segment 1 --0.00 3.00 3.00 2.75 1.67 - -- Opening 1 --3.00 9.00 6.00 --5.00 -- Segment 2 --9.00 12.00 3.00 2.75 1.67 - -- 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 63 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 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 MinW->EWind Line 2.00 6.00 32.0 Block 1 WWall 1 W->EWind Line 2.00 6.00 43.4 Block 1 WWall 1 W->EWind Line 6.00 57.00 43.4 Block 1 WWall MinW->EWind Line 6.00 57.00 32.0 Block 1 WRoof 1 W->EWind Line 7.50 58.00 27.3 Block 1 WRoof MinW->EWind Line 7.50 58.00 37.0 Block 1 EWall 1 W->E Lee Line 2.00 8.50 29.5 Block 1 EWall MinW->E Lee Line 2.00 8.50 32.0 Block 1 ERoof 1 W->E Lee Line 7.50 58.00 81.9 Block 1 ERoof MinW->E Lee Line 7.50 58.00 37.0 Block 1 EWall 1 W->E Lee Line 8.50 57.00 29.5 Block 1 EWall MinW->E Lee Line 8.50 57.00 32.0 Block 1 WWall 1 E->W Lee Line 2.00 6.00 29.5 Block 1 WWall MinE->W Lee Line 2.00 6.00 32.0 Block 1 WWall 1 E->W Lee Line 6.00 57.00 29.5 Block 1 WWall MinE->W Lee Line 6.00 57.00 32.0 Block 1 WRoof 1 E->W Lee Line 7.50 58.00 81.9 Block 1 WRoof MinE->W Lee Line 7.50 58.00 37.0 Block 1 EWall 1 E->WWind Line 2.00 8.50 43.4 Block 1 EWall MinE->WWind Line 2.00 8.50 32.0 Block 1 ERoof 1 E->WWind Line 7.50 58.00 27.3 Block 1 ERoof MinE->WWind Line 7.50 58.00 37.0 Block 1 EWall 1 E->WWind Line 8.50 57.00 43.4 Block 1 EWall MinE->WWind Line 8.50 57.00 32.0 Block 1 SWall 1 S->NWind Line 0.00 6.25 43.4 Block 1 SWall MinS->NWind Line 0.00 6.25 32.0 Block 1 SL Gable MinS->NWind Line 0.00 15.00 0.0 69.3 Block 1 SL Gable 1 S->NWind Line 0.00 15.00 0.0 100.5 Block 1 SWall 1 S->NWind Line 6.25 19.25 43.4 Block 1 SWall MinS->NWind Line 6.25 19.25 32.0 Block 1 SR Gable 1 S->NWind Line 15.00 30.00 100.5 0.0 Block 1 SR Gable MinS->NWind Line 15.00 30.00 69.3 0.0 Block 1 SWall MinS->NWind Line 19.25 30.00 32.0 Block 1 SWall 1 S->NWind Line 19.25 30.00 43.4 Block 1 NL Gable MinS->N Lee Line 0.00 15.00 0.0 69.3 Block 1 NL Gable 1 S->N Lee Line 0.00 15.00 0.0 48.2 Block 1 NWall 1 S->N Lee Line 0.00 30.00 22.3 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NR Gable MinS->N Lee Line 15.00 30.00 69.3 0.0 Block 1 NR Gable 1 S->N Lee Line 15.00 30.00 48.2 0.0 Block 1 SWall 1 N->S Lee Line 0.00 6.25 22.3 Block 1 SL Gable MinN->S Lee Line 0.00 15.00 0.0 69.3 Block 1 SWall MinN->S Lee Line 0.00 6.25 32.0 Block 1 SL Gable 1 N->S Lee Line 0.00 15.00 0.0 48.2 Block 1 SWall 1 N->S Lee Line 6.25 19.25 22.3 Block 1 SWall MinN->S Lee Line 6.25 19.25 32.0 Block 1 SR Gable 1 N->S Lee Line 15.00 30.00 48.2 0.0 Block 1 SR Gable MinN->S Lee Line 15.00 30.00 69.3 0.0 Block 1 SWall MinN->S Lee Line 19.25 30.00 32.0 Block 1 SWall 1 N->S Lee Line 19.25 30.00 22.3 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 1 NL Gable MinN->SWind Line 0.00 15.00 0.0 69.3 Block 1 NL Gable 1 N->SWind Line 0.00 15.00 0.0 100.5 Block 1 NR Gable MinN->SWind Line 15.00 30.00 69.3 0.0 Block 1 NR Gable 1 N->SWind Line 15.00 30.00 100.5 0.0 Block 2 WRoof 1 W->EWind Line 5.00 8.50 17.8 Block 2 WRoof MinW->EWind Line 5.00 8.50 24.5 Block 2 ERoof MinW->E Lee Line 5.00 8.50 24.5 Block 2 ERoof 1 W->E Lee Line 5.00 8.50 53.4 Block 2 WRoof 1 E->W Lee Line 5.00 8.50 53.4 Block 2 WRoof MinE->W Lee Line 5.00 8.50 24.5 Block 2 ERoof MinE->WWind Line 5.00 8.50 24.5 Block 2 ERoof 1 E->WWind Line 5.00 8.50 17.8 Block 2 SL Gable 1 S->NWind Line 0.25 9.88 0.0 63.7 Block 2 SL Gable MinS->NWind Line 0.25 9.88 0.0 44.5 Block 2 SR Gable MinS->NWind Line 9.87 19.50 44.5 0.0 Block 2 S R Gable 1 S->N Wind Line 9.87 19.50 63.7 0.0 6 Page 64 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 S L Gable 1 N->S Lee Line 0.25 9.88 0.0 40.3 Block 2 SL Gable MinN->S Lee Line 0.25 9.88 0.0 44.5 Block 2 SR Gable MinN->S Lee Line 9.87 19.50 44.5 0.0 Block 2 SR Gable 1 N->S Lee Line 9.87 19.50 40.3 0.0 Block 3 WRoof MinW->EWind Line 1.00 6.00 17.3 Block 3 WRoof 1 W->EWind Line 1.00 6.00 12.4 Block 3 ERoof 1 W->E Lee Line 1.00 6.00 37.2 Block 3 ERoof MinW->E Lee Line 1.00 6.00 17.3 Block 3 WRoof MinE->W Lee Line 1.00 6.00 17.3 Block 3 WRoof 1 E->W Lee Line 1.00 6.00 37.2 Block 3 ERoof 1 E->WWind Line 1.00 6.00 12.4 Block 3 ERoof MinE->WWind Line 1.00 6.00 17.3 Block 3 SL Gable MinS->NWind Line 6.25 12.75 0.0 30.0 Block 3 SL Gable 1 S->NWind Line 6.25 12.75 0.0 42.6 Block 3 SR Gable MinS->NWind Line 12.75 19.25 30.0 0.0 Block 3 SR Gable 1 S->NWind Line 12.75 19.25 42.6 0.0 Block 3 SL Gable MinN->S Lee Line 6.25 12.75 0.0 30.0 Block 3 SL Gable 1 N->S Lee Line 6.25 12.75 0.0 26.9 Block 3 SR Gable 1 N->S Lee Line 12.75 19.25 26.9 0.0 Block 3 SR Gable MinN->S Lee Line 12.75 19.25 30.0 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 40.50 61.7 Block 1 WWall MinW->EWind Line 0.00 40.50 48.0 Block 1 WWall 1 W->EWind Line 2.00 6.00 41.3 Block 1 WWall MinW->EWind Line 2.00 6.00 32.0 Block 1 WWall MinW->EWind Line 3.00 5.00 48.0 Block 1 WWall 1 W->EWind Line 3.00 5.00 61.7 Block 1 WWall MinW->EWind Line 6.00 57.00 32.0 Block 1 WWall 1 W->EWind Line 6.00 57.00 41.3 Block 1 WWall MinW->EWind Line 40.50 57.00 48.0 Block 1 WWall 1 W->EWind Line 40.50 57.00 61.7 Block 1 EWall MinW->E Lee Line 0.00 5.00 48.0 Block 1 EWall 1 W->E Lee Line 0.00 5.00 44.3 Block 1 EWall MinW->E Lee Line 2.00 8.50 32.0 Block 1 EWall 1 W->E Lee Line 2.00 8.50 29.5 Block 1 EWall 1 W->E Lee Line 3.00 45.00 44.3 Block 1 EWall MinW->E Lee Line 3.00 45.00 48.0 Block 1 EWall MinW->E Lee Line 8.50 57.00 32.0 Block 1 EWall 1 W->E Lee Line 8.50 57.00 29.5 Block 1 EWall MinW->E Lee Line 45.00 57.00 48.0 Block 1 EWall 1 W->E Lee Line 45.00 57.00 44.3 Block 1 WWall 1 E->W Lee Line 0.00 40.50 44.3 Block 1 WWall MinE->W Lee Line 0.00 40.50 48.0 Block 1 WWall MinE->W Lee Line 2.00 6.00 32.0 Block 1 WWall 1 E->W Lee Line 2.00 6.00 29.5 Block 1 WWall MinE->W Lee Line 3.00 5.00 48.0 Block 1 WWall 1 E->W Lee Line 3.00 5.00 44.3 Block 1 WWall MinE->W Lee Line 6.00 57.00 32.0 Block 1 WWall 1 E->W Lee Line 6.00 57.00 29.5 Block 1 WWall 1 E->W Lee Line 40.50 57.00 44.3 Block 1 WWall MinE->W Lee Line 40.50 57.00 48.0 Block 1 EWall 1 E->WWind Line 0.00 5.00 61.7 Block 1 EWall MinE->WWind Line 0.00 5.00 48.0 Block 1 EWall 1 E->WWind Line 2.00 8.50 41.3 Block 1 EWall MinE->WWind Line 2.00 8.50 32.0 Block 1 EWall MinE->WWind Line 3.00 45.00 48.0 Block 1 EWall 1 E->WWind Line 3.00 45.00 61.7 Block 1 EWall MinE->WWind Line 8.50 57.00 32.0 Block 1 EWall 1 E->WWind Line 8.50 57.00 41.3 Block 1 EWall MinE->WWind Line 45.00 57.00 48.0 Block 1 EWall 1 E->WWind Line 45.00 57.00 61.7 Block 1 SWall MinS->NWind Line -10.00 19.25 48.0 Block 1 SWall 1 S->NWind Line -10.00 19.25 61.7 Block 1 SWall MinS->NWind Line 0.00 6.25 32.0 Block 1 SWall 1 S->NWind Line 0.00 6.25 41.3 Block 1 SWall 1 S->NWind Line 6.25 19.25 41.3 Block 1 SWall MinS->NWind Line 6.25 19.25 32.0 Block 1 SWall MinS->NWind Line 19.25 30.00 32.0 Block 1 S Wall Min S->N Wind Line 19.25 23.50 48.0 7 Page 65 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 S Wall 1 S->N Wind Line 19.25 30.00 41.3 Block 1 SWall 1 S->NWind Line 19.25 23.50 61.7 Block 1 SWall MinS->NWind Line 23.50 30.00 48.0 Block 1 SWall 1 S->NWind Line 23.50 30.00 61.7 Block 1 NWall MinS->N Lee Line -10.00 0.00 48.0 Block 1 NWall 1 S->N Lee Line -10.00 0.00 33.4 Block 1 NWall 1 S->N Lee Line 0.00 12.00 33.4 Block 1 NWall MinS->N Lee Line 0.00 12.00 48.0 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NWall 1 S->N Lee Line 0.00 30.00 22.3 Block 1 NWall MinS->N Lee Line 12.00 30.00 48.0 Block 1 NWall 1 S->N Lee Line 12.00 30.00 33.4 Block 1 SWall MinN->S Lee Line -10.00 19.25 48.0 Block 1 SWall 1 N->S Lee Line -10.00 19.25 33.4 Block 1 SWall MinN->S Lee Line 0.00 6.25 32.0 Block 1 SWall 1 N->S Lee Line 0.00 6.25 22.3 Block 1 SWall MinN->S Lee Line 6.25 19.25 32.0 Block 1 SWall 1 N->S Lee Line 6.25 19.25 22.3 Block 1 SWall MinN->S Lee Line 19.25 23.50 48.0 Block 1 SWall MinN->S Lee Line 19.25 30.00 32.0 Block 1 SWall 1 N->S Lee Line 19.25 23.50 33.4 Block 1 SWall 1 N->S Lee Line 19.25 30.00 22.3 Block 1 SWall MinN->S Lee Line 23.50 30.00 48.0 Block 1 SWall 1 N->S Lee Line 23.50 30.00 33.4 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 30.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 12.00 61.7 Block 1 NWall MinN->SWind Line 0.00 12.00 48.0 Block 1 NWall 1 N->SWind Line 0.00 30.00 41.3 Block 1 NWall 1 N->SWind Line 12.00 30.00 61.7 Block 1 NWall MinN->SWind Line 12.00 30.00 48.0 Block 4 WL Gable 1 W->EWind Line 0.00 10.00 0.0 58.2 Block 4 WL Gable MinW->EWind Line 0.00 10.00 0.0 40.8 Block 4 WR Gable MinW->EWind Line 10.00 20.00 40.8 0.0 Block 4 WR Gable 1 W->EWind Line 10.00 20.00 58.2 0.0 Block 4 EL Gable 1 W->E Lee Line 0.00 10.00 0.0 36.8 Block 4 EL Gable MinW->E Lee Line 0.00 10.00 0.0 40.8 Block 4 ER Gable MinW->E Lee Line 10.00 20.00 40.8 0.0 Block 4 ER Gable 1 W->E Lee Line 10.00 20.00 36.8 0.0 Block 4 WL Gable 1 E->W Lee Line 0.00 10.00 0.0 36.8 Block 4 WL Gable MinE->W Lee Line 0.00 10.00 0.0 40.8 Block 4 WR Gable 1 E->W Lee Line 10.00 20.00 36.8 0.0 Block 4 WR Gable MinE->W Lee Line 10.00 20.00 40.8 0.0 Block 4 EL Gable 1 E->WWind Line 0.00 10.00 0.0 58.2 Block 4 EL Gable MinE->WWind Line 0.00 10.00 0.0 40.8 Block 4 ER Gable MinE->WWind Line 10.00 20.00 40.8 0.0 Block 4 ER Gable 1 E->WWind Line 10.00 20.00 58.2 0.0 Block 4 SRoof 1 S->NWind Line -11.00 1.00 6.5 Block 4 SRoof MinS->NWind Line -11.00 1.00 22.4 Block 4 NRoof 1 S->N Lee Line -11.00 1.00 48.6 Block 4 NRoof MinS->N Lee Line -11.00 1.00 22.4 Block 4 SRoof 1 N->S Lee Line -11.00 1.00 48.6 Block 4 SRoof MinN->S Lee Line -11.00 1.00 22.4 Block 4 NRoof 1 N->SWind Line -11.00 1.00 6.5 Block 4 NRoof MinN->SWind Line -11.00 1.00 22.4 Block 5 WRoof MinW->EWind Line 19.25 41.50 11.0 Block 5 EAttic Wall MinW->E Lee Line 19.25 41.50 19.9 Block 5 EAttic Wall 1 W->E Lee Line 19.25 41.50 21.3 Block 5 WRoof MinE->W Lee Line 19.25 41.50 11.0 Block 5 EAttic Wall 1 E->WWind Line 19.25 41.50 28.3 Block 5 EAttic Wall MinE->WWind Line 19.25 41.50 19.9 Block 5 SL Gable 1 S->NWind Line -10.00 0.00 0.0 28.2 Block 5 SL Gable MinS->NWind Line -10.00 0.00 0.0 19.9 Block 5 NL Gable MinS->N Lee Line -10.00 0.00 0.0 19.9 Block 5 NL Gable 1 S->N Lee Line -10.00 0.00 0.0 10.6 Block 5 SL Gable MinN->S Lee Line -10.00 0.00 0.0 19.9 Block 5 SL Gable 1 N->S Lee Line -10.00 0.00 0.0 10.6 Block 5 NL Gable MinN->SWind Line -10.00 0.00 0.0 19.9 Block 5 NL Gable 1 N->SWind Line -10.00 0.00 0.0 28.2 8 Page 66 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 Legend: Block-Blockused in loadgeneration Accum. = loads fromoneblockcombinedwith another Manual = user-entered loads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhich loadsgeneratedorentered LoadCase-Oneof the following: ASCE7AllHeights:Case1or2 fromFig 27.3-8orminimum loads from27.1.5 ASCE7Low-rise:ReferencecornerandCaseAorB fromFig 28.3-1orminimum loads from28.3.4 WindDir-Directionofwind for loadswithpositivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardor leewardside of thebuilding for loads ingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start = intensityofuniformandpoint loadsor leftmost intensityof trapezoidal load,End = right intensityof trap load TribHt-Tributaryheightofarea loadsonly Notes: Windward loadon themonosloperoofwasnotgenerated, tocomplywithASCE7Figure27.3-1,Note7. All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.60 towind loads beforedistributing them to the shearlines. 9 Page 67 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 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 2 Line 7.50 58.00 240.0 240.0 E-W Roof Block 1 7 Line 7.50 58.00 240.0 240.0 E-W Roof Block 2 Line 5.00 8.50 159.4 159.4 E-W Roof Block 2 Line 5.00 8.50 159.4 159.4 E-W Roof Block 3 3 Line 1.00 6.00 112.5 112.5 E-W Roof Block 3 5 Line 1.00 6.00 112.5 112.5 N-S Roof Block 1 Line -1.00 31.00 378.8 378.8 N-S Roof Block 1 F Line -1.00 31.00 378.8 378.8 N-S Roof Block 2 Line -0.75 20.50 33.8 33.8 N-S Roof Block 2 Line -0.75 20.50 18.8 18.8 N-S Roof Block 3 Line 5.25 20.25 45.0 45.0 N-S Roof Block 3 Line 5.25 20.25 30.0 30.0 N-S L Gable Block 1 Line 0.00 15.00 86.6 0.0 N-S R Gable Block 1 Line 15.00 30.00 0.0 86.6 N-S R Gable Block 1 F Line 0.00 15.00 86.6 0.0 N-S L Gable Block 1 F Line 15.00 30.00 0.0 86.6 N-S L Gable Block 2 Line 0.25 9.87 55.6 0.0 N-S R Gable Block 2 Line 9.87 19.50 0.0 55.6 N-S L Gable Block 3 Line 6.25 12.75 37.5 0.0 N-S R Gable Block 3 Line 12.75 19.25 0.0 37.5 BothWall 2-1 n/a 2 Line 6.00 57.00 40.0 40.0 BothWall 3-1 n/a 3 Line 2.00 6.00 40.0 40.0 BothWall 5-1 n/a 5 Line 2.00 8.50 40.0 40.0 BothWall 7-1 n/a 7 Line 8.50 57.00 40.0 40.0 BothWall A-2 n/a Line 6.25 19.25 40.0 40.0 BothWall A-1 n/a Line 0.00 6.25 40.0 40.0 BothWall B-1 n/a Line 19.25 30.00 40.0 40.0 BothWall F-1 n/a F Line 0.00 30.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 4 1 Line -1.00 21.00 90.0 90.0 E-W Roof Block 4 2 Line -1.00 21.00 90.0 90.0 E-W Roof Block 5 1 Line 19.25 41.50 90.0 90.0 E-W Roof Block 5 2 Line 19.25 41.50 90.0 90.0 E-W R Gable Block 4 1 Line 0.00 10.00 51.0 0.0 E-W L Gable Block 4 1 Line 10.00 20.00 0.0 51.0 E-W L Gable Block 4 2 Line 0.00 10.00 51.0 0.0 E-W R Gable Block 4 2 Line 10.00 20.00 0.0 51.0 E-W Floor F1 n/a 1 Line 0.00 5.00 175.5 175.5 E-W Floor F2 n/a 1 Line 5.00 40.50 240.0 240.0 BothWall 2-1 n/a 2 Line 6.00 57.00 40.0 40.0 E-W Floor F3 n/a 2 Line 40.50 45.00 180.0 180.0 E-W Floor F4 n/a 2 Line 45.00 57.00 72.0 72.0 BothWall 3-1 n/a 3 Line 2.00 6.00 40.0 40.0 E-W Floor F4 n/a 4 Line 45.00 57.00 72.0 72.0 E-W Floor F1 n/a 5 Line 0.00 5.00 175.5 175.5 BothWall 5-1 n/a 5 Line 2.00 8.50 40.0 40.0 E-W Floor F5 n/a 6 Line 3.00 5.00 39.0 39.0 E-W Floor F5 n/a 7 Line 3.00 5.00 39.0 39.0 E-W Floor F2 n/a 7 Line 5.00 40.50 240.0 240.0 BothWall 7-1 n/a 7 Line 8.50 57.00 40.0 40.0 E-W Floor F3 n/a 7 Line 40.50 45.00 180.0 180.0 N-S Roof Block 4 A Line -11.00 1.00 165.0 165.0 N-S Roof Block 4 C Line -11.00 1.00 165.0 165.0 N-S Roof Block 5 Line -11.00 1.00 166.9 166.9 10 Page 68 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 BUILDINGMASSES(continued) N-S Roof Block 5 D Line -11.00 1.00 166.9 166.9 N-S L Gable Block 5 Line -10.00 0.00 24.9 0.0 N-S R Gable Block 5 Line 0.00 0.00 0.0 24.9 N-S R Gable Block 5 D Line -10.00 0.00 24.9 0.0 N-S L Gable Block 5 D Line 0.00 0.00 0.0 24.9 N-S Floor F1 n/a A Line -10.00 0.00 243.0 243.0 N-S Floor F2 n/a A Line 0.00 12.00 342.0 342.0 N-S Floor F3 n/a A Line 12.00 19.25 270.0 270.0 BothWall A-2 n/a Line 6.25 19.25 40.0 40.0 N-S Floor F5 n/a Line 23.50 30.00 252.0 252.0 N-S Floor F4 n/a B Line 19.25 23.50 240.0 240.0 BothWall A-1 n/a Line 0.00 6.25 40.0 40.0 BothWall B-1 n/a Line 19.25 30.00 40.0 40.0 N-S Floor F1 n/a D Line -10.00 0.00 243.0 243.0 N-S Floor F3 n/a E Line 12.00 19.25 270.0 270.0 N-S Floor F4 n/a E Line 19.25 23.50 240.0 240.0 N-S Floor F5 n/a E Line 23.50 30.00 252.0 252.0 N-S Floor F2 n/a F Line 0.00 12.00 342.0 342.0 BothWall F-1 n/a F Line 0.00 30.00 40.0 40.0 BothWall 1-1 n/a 1 Line 0.00 40.50 45.0 45.0 BothWall 2-1 n/a 2 Line 40.50 57.00 45.0 45.0 BothWall 4-1 n/a 4 Line 45.00 57.00 45.0 45.0 BothWall 5-1 n/a 5 Line 0.00 5.00 45.0 45.0 BothWall 6-1 n/a 6 Line 3.00 5.00 45.0 45.0 BothWall 7-1 n/a 7 Line 3.00 45.00 45.0 45.0 BothWall A-1 n/a A Line -10.00 19.25 45.0 45.0 BothWall A-2 n/a Line 23.50 30.00 45.0 45.0 BothWall B-1 n/a B Line 19.25 23.50 45.0 45.0 BothWall C-1 n/a C Line -9.50 18.75 27.0 27.0 BothWall D-1 n/a D Line -10.00 0.00 45.0 45.0 BothWall E-1 n/a E Line 12.00 16.25 45.0 45.0 BothWall E-2 n/a E Line 16.25 30.00 45.0 45.0 BothWall F-1 n/a F Line 0.00 12.00 45.0 45.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline that equivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserapplied area loadsonly 11 Page 69 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line 1.00 2.00 45.9 45.9 E-W Point 2.00 2.00 156 156 E-W Line 2.00 5.00 62.2 62.2 E-W Line 5.00 6.00 127.1 127.1 E-W Point 6.00 6.00 160 160 E-W Line 6.00 7.50 81.3 81.3 E-W Line 7.50 8.50 179.1 179.1 E-W Point 8.50 8.50 352 352 E-W Line 8.50 57.00 114.1 114.1 E-W Point 57.00 57.00 509 509 E-W Line 57.00 58.00 97.8 97.8 N-S Line -1.00 -0.75 154.4 154.4 N-S Line -0.75 0.00 165.1 165.1 N-S Point 0.00 0.00 416 416 N-S Line 0.00 0.25 181.4 182.0 N-S Line 0.25 5.25 182.0 199.7 N-S Line 5.25 6.25 214.9 218.5 N-S Point 6.25 6.25 33 33 N-S Line 6.25 9.87 218.5 235.5 N-S Line 9.87 12.75 235.5 242.3 N-S Line 12.75 15.00 242.3 242.3 N-S Line 15.00 19.25 242.3 222.3 N-S Point 19.25 19.25 53 53 N-S Line 19.25 19.50 222.3 221.4 N-S Line 19.50 20.25 221.4 219.7 N-S Line 20.25 20.50 204.4 203.8 N-S Line 20.50 30.00 193.1 170.7 N-S Point 30.00 30.00 395 395 N-S Line 30.00 31.00 154.4 154.4 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line -1.00 0.00 20.8 20.8 E-W Point 0.00 0.00 152 152 E-W Line 0.00 2.00 71.8 74.2 E-W Point 2.00 2.00 60 60 E-W Line 2.00 3.00 83.5 84.6 E-W Point 3.00 3.00 34 34 E-W Line 3.00 5.00 104.1 106.4 E-W Point 5.00 5.00 22 22 E-W Line 5.00 6.00 101.9 103.1 E-W Point 6.00 6.00 29 29 E-W Line 6.00 8.50 103.1 106.0 E-W Point 8.50 8.50 50 50 E-W Line 8.50 10.00 106.0 107.8 E-W Line 10.00 19.25 107.8 96.9 E-W Line 19.25 20.00 117.7 116.8 E-W Point 20.00 20.00 88 88 E-W Line 20.00 21.00 116.8 116.8 E-W Point 20.25 20.25 14 14 E-W Line 21.00 40.50 96.0 96.0 E-W Point 40.50 40.50 66 66 E-W Line 40.50 41.50 82.1 82.1 E-W Line 41.50 45.00 61.3 61.3 E-W Point 45.00 45.00 94 94 E-W Line 45.00 57.00 36.3 36.3 E-W Point 57.00 57.00 201 201 N-S Line -11.00 -10.00 76.8 76.8 N-S Point -10.00 -10.00 270 270 N-S Line -10.00 -9.50 143.4 143.7 N-S Line -9.50 0.00 146.8 152.3 N-S Point 0.00 0.00 381 381 N-S Point 0.00 0.00 3827 3827 N-S Line 0.00 1.00 184.5 178.7 N-S Line 1.00 6.25 101.9 101.9 12 Page 70 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 SEISMICLOADS(continued) N-S Point 6.25 6.25 19 19 N-S Line 6.25 12.00 101.9 101.9 N-S Point 12.00 12.00 62 62 N-S Line 12.00 16.25 85.3 85.3 N-S Line 16.25 18.75 85.3 85.3 N-S Line 18.75 19.25 82.1 82.1 N-S Point 19.25 19.25 56 56 N-S Line 19.25 23.50 75.2 75.2 N-S Point 23.50 23.50 10 10 N-S Line 23.50 30.00 78.0 78.0 N-S Point 30.00 30.00 443 443 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 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 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). 14 Page 72 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 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 1 Ln1,Lev1 -S->N - - 3215 - - - 339 - - 11032 - -N->S - - 3121 - - - 339 - - 11032 - Wall1-1 3 S->N - - 3215 -1.0 - 339 - - 11032 - 3 N->S - - 3121 -1.0 - 339 - - 11032 - Seg. 1 -S->N 98.9 - 2720 -1.0 - 339 -339 9335 0.29 -N->S 96.0 - 2641 -1.0 - 339 -339 9335 0.28 Seg. 2 -S->N 98.9 - 495 -1.0 - 339 -339 1697 0.29 -N->S 96.0 - 480 -1.0 - 339 -339 1697 0.28 Line 2 Level 2 Ln2,Lev2 -S->N - - 1602 - - - 339 - - 14936 - -N->S - - 1476 - - - 339 - - 14936 - Wall2-1 3 S->N - - 1602 -1.0 - 339 - - 14936 - 3 N->S - - 1476 -1.0 - 339 - - 14936 - Seg. 1 -S->N 36.4 - 419 -1.0 - 339 -339 3904 0.11 -N->S 33.5 - 386 -1.0 - 339 -339 3904 0.10 Seg. 2 -S->N 36.4 - 464 -1.0 - 339 -339 4328 0.11 -N->S 33.5 - 428 -1.0 - 339 -339 4328 0.10 Seg. 3 -S->N 36.4 - 719 -1.0 - 339 -339 6704 0.11 -N->S 33.5 - 662 -1.0 - 339 -339 6704 0.10 Line 7 Ln7,Lev2 -S->N - - 1451 - - - 339 - - 6789 - -N->S - - 1381 - - - 339 - - 6789 - Wall7-1 3 S->N - - 1451 -1.0 - 339 - - 6789 - 3 N->S - - 1381 -1.0 - 339 - - 6789 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -S->N 54.4 - 163 -.75 - 255 -255 764 0.21 -N->S 51.8 - 155 -.75 - 255 -255 764 0.20 Seg. 3 -S->N 72.6 - 1288 -1.0 - 339 -339 6025 0.21 -N->S 69.0 - 1225 -1.0 - 339 -339 6025 0.20 Level 1 Ln7,Lev1 -S->N - - 3777 - - - 495 - - 8543 - -N->S - - 3675 - - - 495 - - 8543 - Wall7-1 2 S->N - - 3777 -1.0 - 495 - - 8543 - 2 N->S - - 3675 -1.0 - 495 - - 8543 - Seg. 1 -Both 0.0 - 0 -1.0 - 495 -495 - - Seg. 2 -S->N 219.0 - 3777 -1.0 - 495 -495 8543 0.44 -N->S 213.0 - 3675 -1.0 - 495 -495 8543 0.43 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 2 LnA,Lev2 -Both - - 3012 - - - 495 - - 9533 - WallA-1 2 Both 156.5 - 978 -1.0 - 495 -495 3095 0.32 WallA-2 2 Both - - 2034 -1.0 - 495 - - 6438 - Seg. 1 -Both 290.6 -16.0 1017 -1.0 - 495 -495 1733 0.59 Open. 1 -Both -357.7 2146 - - - 495 -495 2971 0.72 Seg. 2 -Both 290.6 -16.0 1017 -1.0 - 495 -495 1733 0.59 Level 1 LnA,Lev1 -Both - - 4418 - - - 832 - - 12527 - WallA-1 1 Both - - 2677 -1.0 - 832 - - 7491 - Seg. 1 -Both 297.5 - 2677 -1.0 - 832 -832 7491 0.36 Seg. 2 -Both 0.0 - 0 -1.0 - 832 -832 - - WallA-2 1 Both - - 1740 -1.0 - 832 - - 5036 - Seg. 1 -Both 386.7 119.0 870 -.90 - 749 -749 1686 0.52 Open. 1 -Both -602.4 1205 - - - 832 -832 1665 0.72 Seg. 2 -Both 386.7 119.0 870 -.90 - 749 -749 1686 0.52 Line C LnC,Lev1 -W->E - - 2822 - - - 339 - - 8741 - -E->W - - 2877 - - - 339 - - 8741 - WallC-1 3 W->E - - 2822 -1.0 - 339 - - 8741 - 3 E->W - - 2877 -1.0 - 339 - - 8741 - Seg. 1 -W->E 109.6 - 2274 - 1.0 - 339 - 339 7044 0.32 15 Page 73 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 SHEARRESULTS(flexiblewinddesign,continued) -E->W 111.7 - 2318 - 1.0 - 339 - 339 7044 0.33 Seg. 2 -W->E 109.6 - 548 -1.0 - 339 -339 1697 0.32 -E->W 111.7 - 559 -1.0 - 339 -339 1697 0.33 Line E LnE,Lev1 -W->E - - 2081 - - - 637 - - 2345 - -E->W - - 2120 - - - 637 - - 2345 - WallE-2 4 W->E - - 2081 -1.0 - 637 - - 2345 - 4^E->W - - 2120 -1.0 - 637 - - 2345 - Seg. 1 -W->E 345.5 - 950 -.61 - 389 -389 1071 0.89 -E->W 352.1 - 968 -.61 - 389 -389 1071 0.90 Seg. 2 -W->E 376.9 - 1131 -.67 - 425 -425 1274 0.89 -E->W 384.1 - 1152 -.67 - 425 -425 1274 0.90 Line F Level 2 LnF,Lev2 -Both - - 3000 - - - 339 - - 6450 - WallF-1 3 Both - - 3000 -1.0 - 339 - - 6450 - Seg. 1 -Both 157.9 - 671 -1.0 - 339 -339 1443 0.47 Seg. 2 -Both 157.9 - 2329 -1.0 - 339 -339 5007 0.47 Seg. 3 -Both 0.0 - 0 -1.0 - 339 -339 - - Level 1 LnF,Lev1 -Both - - 3636 - - - 832 - - 9988 - WallF-1 1 Both - - 3636 -1.0 - 832 - - 9988 - Seg. 1 -Both 606.0 -75.8 1818 -1.0 - 832 -832 2497 0.73 Open. 1 -Both -681.8 4091 - - - 832 -832 4994 0.82 Seg. 2 -Both 606.0 -75.8 1818 -1.0 - 832 -832 2497 0.73 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 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 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 -10.00 0.12 1 899 899 LIMIT w/o 1500 0.60 1-1 L Op 1 -10.00 27.38 1 872 872 LIMIT w/o 1500 0.58 1-1 R Op 1 -10.00 35.63 1 937 937 LIMIT w/o 1500 0.62 1-1 R End -10.00 40.38 1 910 910 LIMIT w/o 1500 0.61 Line 2 V Elem 0.00 6.13 1 429 429 Refer to upper level V Elem 0.00 17.38 1 395 395 Refer to upper level V Elem 0.00 20.63 1 297 297 Refer to upper level V Elem 0.00 33.13 1 274 274 Refer to upper level V Elem 0.00 37.38 1 295 295 Refer to upper level V Elem 0.00 56.88 1 272 272 Refer to upper level Line 7 7-1 R Op 1 30.00 27.88 1 2000 2000 STHD14 (8" S 3815 0.52 V Elem 30.00 31.38 1 475 475 Refer to upper level V Elem 30.00 34.13 1 452 452 Refer to upper level V Elem 30.00 39.38 1 589 589 Refer to upper level 7-1 R End 30.00 44.88 1 1946 1946 STHD14 (8" S 3815 0.51 V Elem 30.00 56.88 1 560 560 Refer to upper level Line A A-1 L End -9.87 0.00 1 2754 2754 N/A 30000 0.09 A-1 L Op 1 -1.12 0.00 1 2754 2754 N/A 30000 0.09 V Elem 0.12 0.00 1 1575 1575 Refer to upper level V Elem 6.13 0.00 1 1575 1575 Refer to upper level V Elem 6.38 0.00 1 1582 1582 Refer to upper level V Elem 19.12 0.00 1 1582 1582 Refer to upper level A-2 L End 23.63 3.00 1 2506 2506 STHD14 (8" S 3815 0.66 A-2 R End 29.88 3.00 1 2506 2506 STHD14 (8" S 3815 0.66 Line C C-1 L End -9.37 20.00 1 998 998 LIMIT w/o 1500 0.67 C-1 L Op 1 11.13 20.00 1 1018 1018 LIMIT w/o 1500 0.68 C-1 R Op 1 13.88 20.00 1 1038 1038 LIMIT w/o 1500 0.69 C-1 R End 18.63 20.00 1 1059 1059 LIMIT w/o 1500 0.71 Line E E-2 L End 16.38 45.00 1 3421 3421 STHD14 (8" S 3815 0.90 E-2 L Op 1 18.88 45.00 1 3485 3485 STHD14 (8" S 3815 0.91 E-2 R Op 1 27.13 45.00 1 3701 3701 STHD14 (8" S 3815 0.97 E-2 R End 29.88 45.00 1 3771 3771 STHD14 (8" S 3815 0.99 Line F F-1 L End 0.12 57.00 1 4333 4333 STHD14 (8" S 5285 0.82 V Elem 2.88 57.00 1 1257 1257 Refer to upper level V Elem 9.13 57.00 1 290 290 Refer to upper level V Elem 10.38 57.00 1 2295 2295 Refer to upper level F-1 R End 11.88 57.00 1 2785 2785 STHD14 (8" S 5285 0.53 V Elem 24.88 57.00 1 2295 2295 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 6.13 1 429 429 LIMIT w/o 1500 0.29 2-1 L Op 1 0.00 17.38 1 395 395 LIMIT w/o 1500 0.26 2-1 R Op 1 0.00 20.63 1 297 297 LIMIT w/o 1500 0.20 2-1 L Op 2 0.00 33.13 1 274 274 LIMIT w/o 1500 0.18 2-1 R Op 2 0.00 37.38 1 295 295 LIMIT w/o 1500 0.20 2-1 R End 0.00 56.88 1 272 272 LIMIT w/o 1500 0.18 Line 7 7-1 R Op 1 30.00 31.38 1 475 475 LIMIT w/o 1500 0.32 7-1 L Op 2 30.00 34.13 1 452 452 LIMIT w/o 1500 0.30 7-1 R Op 2 30.00 39.38 1 589 589 LIMIT w/o 1500 0.39 7-1 R End 30.00 56.88 1 560 560 LIMIT w/o 1500 0.37 Line A A-1 L End 0.12 6.00 1 1575 1575 MST48 3425 0.46 A-1 R End 6.13 6.00 1 1575 1575 MSTC48B3 3315 0.48 A-2 L End 6.38 2.00 1 1582 1582 MSTC48B3 3315 0.48 A-2 R End 19.12 2.00 1 1582 1582 MST48 3425 0.46 Line F F-1 L End 0.12 57.00 1 1548 1548 MST48 3425 0.45 F-1 L Op 1 4.13 57.00 1 1548 1548 MSTC66B3 3817 0.41 17 Page 75 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 Hold-DownandCompressionDesign(flexiblewinddesign,continued) F-1 R Op 1 10.38 57.00 1 2295 2295 MST48 3425 0.67 F-1 L Op 2 24.88 57.00 1 2295 2295 MSTC66B3 3817 0.60 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n–Position of studpack thathold-down isattached toorwhich isapplyingcompression force: VElem–Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView LoadCase–Resultsare forcritical loadcase: ASCE7AllHeights:Case1or2 fromFig. 27.3-8 ASCE7Low-rise:Windwardcorner(s)andCaseAorB fromFig. 28.3-1 ASCE7Minimum loads(27.1.5 / 28.3.4):"Min" TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection.Includes forces transferred fromupper levels. Shear–Overturningcomponent = Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.60;h = wallheight,beff=wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh/Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Uplift–Upliftwind load component, factored forASDby0.60 Cmb'd–SumofASD-factoredoverturning, dead and uplift forces.Mayalso include the uplift force t fromperforatedwalls fromSDPWS 4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing of end studpackonbottomplate Cap–Hold-downs:AllowableASD tension load fromdatabase;Compression:allowableASDbearing force=CtCMCbFcpA;A = crosssectional areaofendstuds.Refer toFramingmaterials table fordetails Crit.Resp.–CriticalResponse = CombinedASD force / AllowableASD tension load Notes: Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Mostsevereofwind load cases isusedforoverturningcalculation. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 18 Page 76 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 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 -10.00 27.50 537 -522 1-1 Right Opening 1 -10.00 35.50 -98 95 Line 7 7-1 Right Opening 1 30.00 27.75 -2226 2166 Line A A-1 Left Opening 1 -1.00 0.00 1683-1683 A-2 Left Wall End 23.50 3.00 -1022 1022 A-2 Left Opening 1 25.75 3.00 -1003 1003 A-2 Right Opening 1 27.75 3.00 -19 19 A-2 Left Opening 1 25.75 3.00 602 602 A-2 Right Opening 1 27.75 3.00 602 602 Line C C-1 Left Wall End -9.50 20.00 -35 36 C-1 Left Opening 1 11.25 20.00 775 -790 C-1 Right Opening 1 13.75 20.00 598 -610 C-1 Right Wall End 18.75 20.00 794 -809 Line E E-2 Left Wall End 16.25 45.00 -1127 1149 E-2 Left Opening 1 19.00 45.00 -368 375 E-2 Right Opening 1 27.00 45.00 -923 940 Line F F-1 Left Opening 1 3.00 57.00 -1136 1136 F-1 Right Opening 1 9.00 57.00 1136-1136 F-1 Left Opening 1 3.00 57.00 2045 2045 F-1 Right Opening 1 9.00 57.00 2045 2045 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 17.50 57 -53 2-1 Right Opening 1 0.00 20.50 -37 34 2-1 Left Opening 2 0.00 33.25 27 -25 2-1 Right Opening 2 0.00 37.25 -99 91 Line 7 7-1 Right Opening 1 30.00 31.25 -681 648 7-1 Left Opening 2 30.00 34.25 -607 578 7-1 Right Opening 2 30.00 39.25 -757 720 Line A A-2 Left Opening 1 9.75 2.00 -604 604 A-2 Right Opening 1 15.75 2.00 604 -604 A-2 Left Opening 1 9.75 2.00 1073 1073 A-2 Right Opening 1 15.75 2.00 1073 1073 Line F F-1 Left Opening 1 4.25 57.00 246 -246 F-1 Right Opening 1 10.25 57.00 -354 354 F-1 Left Opening 2 25.00 57.00 500 -500 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 77 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 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 36657 1555.1 5231 5231 11416 15518 6200 6200 6200 6200 1 48030 1858.3 3890 3890 24000 13982 8123 8123 8123 14819 All 84688 -9120 9120 - - - - - - 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 = 0.901,butV1 / Vr1 = 0.652,so theweakstory ispermitted. 20 Page 78 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 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 1 Ln1,Lev1 -Both - - 4191 - - - 242 - - 7880 - Wall1-1 3 Both - - 4191 -1.0 - 242 - - 7880 - Seg. 1 -Both 129.0 - 3546 -1.0 - 242 -242 6668 0.53 Seg. 2 -Both 129.0 - 645 -1.0 - 242 -242 1212 0.53 Line 2 Level 2 Ln2,Lev2 -Both - - 2679 - - - 242 - - 10668 - Wall2-1 3 Both - - 2679 -1.0 - 242 - - 10668 - Seg. 1 -Both 60.9 - 700 -1.0 - 242 -242 2788 0.25 Seg. 2 -Both 60.9 - 776 -1.0 - 242 -242 3091 0.25 Seg. 3 -Both 60.9 - 1202 -1.0 - 242 -242 4789 0.25 Line 7 Ln7,Lev2 -Both - - 2552 - - - 242 - - 4849 - Wall7-1 3 Both - - 2552 -1.0 - 242 - - 4849 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 95.7 - 287 -.75 - 182 -182 546 0.53 Seg. 3 -Both 127.6 - 2265 -1.0 - 242 -242 4304 0.53 Level 1 Ln7,Lev1 -Both - - 4929 - - - 354 - - 6102 - Wall7-1 2^Both - - 4929 -1.0 - 354 - - 6102 - Seg. 1 -Both 0.0 - 0 -1.0 - 354 -354 - - Seg. 2 -Both 285.7 - 4929 -1.0 - 354 -354 6102 0.81 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 2 LnA,Lev2 -Both - - 2629 - - - 354 - - 6809 - WallA-1 2 Both 136.6 - 854 -1.0 - 354 -354 2211 0.39 WallA-2 2 Both - - 1776 -1.0 - 354 - - 4599 - Seg. 1 -Both 253.7 -13.9 888 -1.0 - 354 -354 1238 0.72 Open. 1 -Both -312.2 1873 - - - 354 -354 2122 0.88 Seg. 2 -Both 253.7 -13.9 888 -1.0 - 354 -354 1238 0.72 Level 1 LnA,Lev1 -Both - - 3553 - - - 595 - - 8948 - WallA-1 1 Both - - 2153 -1.0 - 595 - - 5351 - Seg. 1 -Both 239.3 - 2153 -1.0 - 595 -595 5351 0.40 Seg. 2 -Both 0.0 - 0 -1.0 - 595 -595 - - WallA-2 1 Both - - 1400 -1.0 - 595 - - 3597 - Seg. 1 -Both 311.1 95.7 700 -.90 - 535 -535 1204 0.58 Open. 1 -Both -484.5 969 - - - 595 -595 1189 0.81 Seg. 2 -Both 311.1 95.7 700 -.90 - 535 -535 1204 0.58 Line C LnC,Lev1 -Both - - 1661 - - - 242 - - 6243 - WallC-1 3 Both - - 1661 -1.0 - 242 - - 6243 - Seg. 1 -Both 64.5 - 1338 -1.0 - 242 -242 5031 0.27 Seg. 2 -Both 64.5 - 322 -1.0 - 242 -242 1212 0.27 Line E LnE,Lev1 -Both - - 1010 - - - 455 - - 1675 - WallE-2 4 Both - - 1010 -1.0 - 455 - - 1675 - Seg. 1 -Both 167.6 - 461 -.61 - 278 -278 765 0.60 Seg. 2 -Both 182.9 - 549 -.67 - 303 -303 910 0.60 Line F Level 2 LnF,Lev2 -Both - - 2601 - - - 242 - - 4607 - WallF-1 3^Both - - 2601 -1.0 - 242 - - 4607 - Seg. 1 -Both 136.9 - 582 -1.0 - 242 -242 1030 0.56 Seg. 2 -Both 136.9 - 2019 -1.0 - 242 -242 3576 0.56 Seg. 3 -Both 0.0 - 0 -1.0 - 242 -242 - - Level 1 LnF,Lev1 -Both - - 2895 - - - 595 - - 7134 - WallF-1 1^Both - - 2895 -1.0 - 595 - - 7134 - Seg. 1 -Both 482.5 -60.3 1447 -1.0 - 595 -595 1784 0.81 Open. 1 -Both -542.8 3257 - - - 595 -595 3567 0.91 Seg. 2 -Both 482.5 -60.3 1447 -1.0 - 595 -595 1784 0.81 Legend: 21 Page 79 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 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 80 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 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 -10.00 0.12 1171 1171 LIMIT w/o 1500 0.78 1-1 L Op 1 -10.00 27.38 1171 1171 LIMIT w/o 1500 0.78 1-1 R Op 1 -10.00 35.63 1222 1222 LIMIT w/o 1500 0.81 1-1 R End -10.00 40.38 1222 1222 LIMIT w/o 1500 0.81 Line 2 V Elem 0.00 6.13 717 717 Refer to upper level V Elem 0.00 17.38 717 717 Refer to upper level V Elem 0.00 20.63 497 497 Refer to upper level V Elem 0.00 33.13 497 497 Refer to upper level V Elem 0.00 37.38 493 493 Refer to upper level V Elem 0.00 56.88 493 493 Refer to upper level Line 7 7-1 R Op 1 30.00 27.88 2610 2610 STHD14 (8" S 3815 0.68 V Elem 30.00 31.38 835 835 Refer to upper level V Elem 30.00 34.13 835 835 Refer to upper level V Elem 30.00 39.38 1035 1035 Refer to upper level 7-1 R End 30.00 44.88 2610 2610 STHD14 (8" S 3815 0.68 V Elem 30.00 56.88 1035 1035 Refer to upper level Line A A-1 L End -9.87 0.00 2215 2215 N/A 30000 0.07 A-1 L Op 1 -1.12 0.00 2215 2215 N/A 30000 0.07 V Elem 0.12 0.00 1374 1374 Refer to upper level V Elem 6.13 0.00 1374 1374 Refer to upper level V Elem 6.38 0.00 1380 1380 Refer to upper level V Elem 19.12 0.00 1380 1380 Refer to upper level A-2 L End 23.63 3.00 2016 2016 STHD14 (8" S 3815 0.53 A-2 R End 29.88 3.00 2016 2016 STHD14 (8" S 3815 0.53 Line C C-1 L End -9.37 20.00 587 587 LIMIT w/o 1500 0.39 C-1 L Op 1 11.13 20.00 587 587 LIMIT w/o 1500 0.39 C-1 R Op 1 13.88 20.00 611 611 LIMIT w/o 1500 0.41 C-1 R End 18.63 20.00 611 611 LIMIT w/o 1500 0.41 Line E E-2 L End 16.38 45.00 1660 1660 STHD14 (8" S 3815 0.44 E-2 L Op 1 18.88 45.00 1660 1660 STHD14 (8" S 3815 0.44 E-2 R Op 1 27.13 45.00 1796 1796 STHD14 (8" S 3815 0.47 E-2 R End 29.88 45.00 1796 1796 STHD14 (8" S 3815 0.47 Line F F-1 L End 0.12 57.00 3559 3559 STHD14 (8" S 5285 0.67 V Elem 2.88 57.00 1091 1091 Refer to upper level V Elem 9.13 57.00 252 252 Refer to upper level V Elem 10.38 57.00 1991 1991 Refer to upper level F-1 R End 11.88 57.00 2217 2217 STHD14 (8" S 5285 0.42 V Elem 24.88 57.00 1991 1991 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 6.13 717 717 LIMIT w/o 1500 0.48 2-1 L Op 1 0.00 17.38 717 717 LIMIT w/o 1500 0.48 2-1 R Op 1 0.00 20.63 497 497 LIMIT w/o 1500 0.33 2-1 L Op 2 0.00 33.13 497 497 LIMIT w/o 1500 0.33 2-1 R Op 2 0.00 37.38 493 493 LIMIT w/o 1500 0.33 2-1 R End 0.00 56.88 493 493 LIMIT w/o 1500 0.33 Line 7 7-1 R Op 1 30.00 31.38 835 835 LIMIT w/o 1500 0.56 7-1 L Op 2 30.00 34.13 835 835 LIMIT w/o 1500 0.56 7-1 R Op 2 30.00 39.38 1035 1035 LIMIT w/o 1500 0.69 7-1 R End 30.00 56.88 1035 1035 LIMIT w/o 1500 0.69 Line A A-1 L End 0.12 6.00 1374 1374 MST48 3425 0.40 A-1 R End 6.13 6.00 1374 1374 MSTC48B3 3315 0.41 A-2 L End 6.38 2.00 1380 1380 MSTC48B3 3315 0.42 A-2 R End 19.12 2.00 1380 1380 MST48 3425 0.40 Line F F-1 L End 0.12 57.00 1342 1342 MST48 3425 0.39 F-1 L Op 1 4.13 57.00 1342 1342 MSTC66B3 3817 0.35 23 Page 81 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) F-1 R Op 1 10.38 57.00 1991 1991 MST48 3425 0.58 F-1 L Op 2 24.88 57.00 1991 1991 MSTC66B3 3817 0.52 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n–Position of studpack thathold-down isattached to: VElem–Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection.Includes forces transferred fromupper levels. Shear–Overturningcomponent =Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.70;h = wallheight , beff=wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh/Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Ev–Verticalseismic loadeffect fromASCE712.4.2.2 = -0.2SdsxASD factorxunfactoredD = 0.233SDSx factoredD.Refer toSeismic Information table formoredetails. Cmb'd–SumofASD-factoredoverturning, dead and verticalseismic forces.Mayalso include the uplift force t fromperforatedwalls from SDPWS4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing of end studpackonbottomplate Cap–Hold-downs:AllowableASD tension load fromdatabase;Compression:AllowableASDbearing force=CtCMCbFcpA;A = crosssectional areaofendstuds.Refer toFramingmaterials table fordetails. Crit.Resp.–CriticalResponse = CombinedASD force/AllowableASD tension load Notes: CombinedforcefromASCE72.4.1 loadcombination10 = -(0.6D-0.7Ev+0.7Eh);Eh(from12.4.2.1) = -shearoverturningforce Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 24 Page 82 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 9579 9579 1-1 Left Opening 1 -10.00 27.50 1601-1601 1-1 Right Opening 1 -10.00 35.50 -291 291 Line 7 Shearline force 7792 7792 7-1 Right Opening 1 30.00 27.75 -4592 4592 Line A Shearline force 5700 5700 A-1 Left Opening 1 -1.00 0.00 2172-2172 A-2 Left Wall End 23.50 3.00 -1319 1319 A-2 Left Opening 1 25.75 3.00 -1294 1294 A-2 Right Opening 1 27.75 3.00 -25 25 A-2 Left Opening 1 25.75 3.00 485 485 A-2 Right Opening 1 27.75 3.00 485 485 Line C Shearline force 4337 4337 C-1 Left Wall End -9.50 20.00 -54 54 C-1 Left Opening 1 11.25 20.00 1191-1191 C-1 Right Opening 1 13.75 20.00 920 -920 C-1 Right Wall End 18.75 20.00 1220-1220 Line E Shearline force 2637 2637 E-2 Left Wall End 16.25 45.00 -1428 1428 E-2 Left Opening 1 19.00 45.00 -466 466 E-2 Right Opening 1 27.00 45.00 -1169 1169 Line F Shearline force 4018 4018 F-1 Left Opening 1 3.00 57.00 -1256 1256 F-1 Right Opening 1 9.00 57.00 1256-1256 F-1 Left Opening 1 3.00 57.00 1628 1628 F-1 Right Opening 1 9.00 57.00 1628 1628 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 2 Shearline force 3175 3175 2-1 Left Opening 1 0.00 17.50 114 -114 2-1 Right Opening 1 0.00 20.50 -73 73 2-1 Left Opening 2 0.00 33.25 53 -53 2-1 Right Opening 2 0.00 37.25 -196 196 Line 7 Shearline force 3025 3025 7-1 Right Opening 1 30.00 31.25 -1419 1419 7-1 Left Opening 2 30.00 34.25 -1266 1266 7-1 Right Opening 2 30.00 39.25 -1577 1577 Line A Shearline force 3116 3116 A-2 Left Opening 1 9.75 2.00 -624 624 A-2 Right Opening 1 15.75 2.00 624 -624 A-2 Left Opening 1 9.75 2.00 937 937 A-2 Right Opening 1 15.75 2.00 937 937 Line F Shearline force 3083 3083 F-1 Left Opening 1 4.25 57.00 253 -253 F-1 Right Opening 1 10.25 57.00 -364 364 F-1 Left Opening 2 25.00 57.00 514 -514 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. 25 Page 83 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(A).wswu Oct.28, 2024 08:12:27 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 84 of 201 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2482-SHEAR(B).wswu Oct.24,202413:37:33 -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' E-1 A-1 A-2 B-1 D-1 C-1 D-2 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 85 of 201 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2482-SHEAR(B).wswu Oct.24,202413:37:33 -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' E-1 A-2 A-1 B-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 86 of 201 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 L2M-2482-SHEAR(B).wswu Oct.24,202413:37:43 Project Information DESIGNSETTINGS DesignCode IBC 2021/AWC SDPWS 2021 WindStandard ASCE 7-16 Directional (All heights) SeismicStandard ASCE 7-16 LoadCombinations ForDesignandMWFRSDeflection 0.7 Seismic 0.6 Basic wind ForDeflection(Wind:Serviceability) 1.0 Seismic 1.0 MRI wind BuildingCodeCapacityModification Wind Seismic 1.00 1.00 ServiceConditionsandLoadDuration Duration Factor - Temperature Range - MoistureContent Fabrication Service - - MaxShearwallOffset[ft] Plan (withinstory) 4.00 Elevation (betweenstories) 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 0.201s 0.201s ApproximateTa 0.201s 0.201s Maximum T 0.281s 0.281s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.80Case 2 N-S loadsE-Wloads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16psf 8 psf ServiceabilityWindSpeed 100mph 1 Page 87 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 20.02 0.0 Level2 12.02 1'-6.0 8.00 Level1 1.52 9.3 9.00 Foundation 0.75 BLOCKandROOF INFORMATION Block RoofPanels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story N-S Ridge LocationX,Y =0.00 8.50 North Hip 23.0 1.00 ExtentX,Y =30.00 48.50 South Hip 23.0 1.00 RidgeXLocation,Offset 15.00 0.00 East Side 23.0 1.00 RidgeElevation,Height 26.39 6.37 West Side 23.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =0.00 6.00 North Joined 157.0 1.00 ExtentX,Y =19.25 2.50 South Hip 23.0 1.00 RidgeXLocation,Offset 9.63 0.00 East Side 23.0 1.00 RidgeElevation,Height 24.11 4.09 West Side 23.0 1.00 Block 3 2 Story N-S Ridge LocationX,Y =6.25 2.00 North Joined 157.0 1.00 ExtentX,Y =13.00 4.00 South Hip 23.0 1.00 RidgeXLocation,Offset 12.75 0.00 East Side 23.0 1.00 RidgeElevation,Height 22.78 2.76 West Side 23.0 1.00 2 Page 88 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in lbs/in in in 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 2 12 Y 1,2,3 2 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 6 12 Y 1,3 3 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 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 89 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 SHEARLINE,WALLandOPENINGDIMENSIONS North-south Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group X[ft]Start End [ft][ft]Ratio [ft]S N Line 1 Level 2 Line 1 2 0.00 6.00 57.00 51.00 43.00 -8.00 -- Wall 1-1 Seg 2 0.00 6.00 57.00 51.00 43.00 -- 22 Segment 1 --6.00 17.50 11.50 11.25 0.70 - 22 Opening 1 --17.50 20.50 3.00 --5.00 22 Segment 2 --20.50 29.50 9.00 8.75 0.89 - 22 Opening 2 --29.50 34.50 5.00 --5.00 22 Segment 3 --34.50 57.00 22.50 22.25 0.36 - 22 Level 1 Line 1 2 0.00 0.00 57.00 57.00 42.25 -9.00 -- Wall 1-1 Seg 2 0.00 0.00 57.00 57.00 42.25 -- 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 50.25 22.25 22.00 0.40 - 22 Opening 3 --50.25 55.25 5.00 --5.00 22 Segment 4 --55.25 57.00 1.75 -5.14 - 22 Line 2 Level 2 Line 2 NSW 6.25 2.00 6.00 4.00 0.00 -8.00 -- Wall 2-1 NSW 6.25 2.00 6.00 4.00 0.00 1.00 - 22 Line 3 Level 1 Line 3 NSW 12.00 45.00 57.00 12.00 0.00 -9.00 -- Wall 3-1 NSW 12.00 45.00 57.00 12.00 0.00 1.00 - 22 Line 4 Level 2 Line 4 NSW 19.25 0.00 8.50 8.50 0.00 -8.00 -- Wall 4-1 NSW 19.25 2.00 8.50 6.50 0.00 1.00 - 22 Level 1 Line 4 NSW 19.25 0.00 8.50 8.50 0.00 -9.00 -- Wall 4-1 NSW 19.25 0.00 5.00 5.00 0.00 1.00 - 22 Line 5 Level 1 Line 5 NSW 23.50 3.00 5.00 2.00 0.00 -9.00 -- Wall 5-1 NSW 23.50 3.00 5.00 2.00 0.00 1.00 - 22 Line 6 Level 2 Line 6 2 30.00 8.50 57.00 48.50 20.75 -8.00 -- Wall 6-1 Seg 2 30.00 8.50 57.00 48.50 20.75 -- 22 Segment 1 --8.50 9.50 1.00 -8.00 - 22 Opening 1 --9.50 31.25 21.75 --5.00 22 Segment 2 --31.25 34.25 3.00 2.75 2.67 - 22 Opening 2 --34.25 39.25 5.00 --5.00 22 Segment 3 --39.25 57.00 17.75 17.50 0.45 - 22 Level 1 Line 6 2 30.00 3.00 45.00 42.00 17.25 -9.00 -- Wall 6-1 Seg 2 30.00 3.00 45.00 42.00 17.25 -- 22 Segment 1 --3.00 4.00 1.00 -9.00 - 22 Opening 1 --4.00 27.75 23.75 --5.00 22 Segment 2 --27.75 45.00 17.25 17.00 0.52 - 22 East-west Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft]W E Line A Level 2 Line A 2 3.30 0.00 19.25 19.25 13.25 -8.00 -- Wall A-1 Seg 2 6.00 0.00 6.25 6.25 6.00 1.28 - 22 Wall A-2 Seg 2 2.00 6.25 19.25 13.00 7.00 -- 22 Segment 1 --6.25 9.75 3.50 3.25 2.29 - 22 Opening 1 --9.75 15.75 6.00 --4.50 22 Segment 2 --15.75 19.25 3.50 3.25 2.29 - 22 Level 1 Line A 1 0.76 0.00 30.00 30.00 11.50 -9.00 -- Wall A-1 Seg 1 0.00 0.00 19.25 19.25 5.00 -- 22 Segment 1 --0.00 5.00 5.00 4.75 1.80 - 22 Opening 1 --5.00 18.50 13.50 --5.00 22 Segment 2 --18.50 19.25 0.75 -12.00 - 22 Wall A-2 FT 1 3.00 23.50 30.00 6.50 6.50 --2 2 4 Page 90 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Segment 1 --23.50 25.75 2.25 -2.22 --- Opening 1 --25.75 27.75 2.00 --5.00 -- Segment 2 --27.75 30.00 2.25 -2.22 - -- Line B Level 2 Line B NSW 5.00 19.25 30.00 10.75 0.00 -8.00 -- Wall B-1 NSW 8.50 19.25 30.00 10.75 0.00 1.00 - 22 Level 1 Line B NSW 5.00 19.25 30.00 10.75 0.00 -9.00 -- Wall B-1 NSW 5.00 19.25 23.50 4.25 0.00 1.00 - 22 Line C Level 1 Line C 2 20.00 0.00 30.00 30.00 15.75 -9.00 -- Wall C-1 Seg 2 20.00 0.50 18.75 18.25 15.75 -- 22 Segment 1 --0.50 11.25 10.75 10.50 0.84 - 22 Opening 1 --11.25 13.75 2.50 --5.00 22 Segment 2 --13.75 18.75 5.00 4.75 1.80 - 22 Line D Level 1 Line D 3 45.00 0.00 30.00 30.00 5.75 -9.00 -- Wall D-1 NSW 45.00 12.00 16.25 4.25 0.00 1.00 - 22 Wall D-2 Seg 3 45.00 16.25 30.00 13.75 5.75 -- 22 Segment 1 --16.25 19.00 2.75 -3.27 - 22 Opening 1 --19.00 27.00 8.00 --4.50 22 Segment 2 --27.00 30.00 3.00 2.75 3.00 - 22 Line E Level 2 Line E 2 57.00 0.00 30.00 30.00 19.00 -8.00 -- Wall E-1 Seg 2 57.00 0.00 30.00 30.00 19.00 -- 22 Segment 1 --0.00 4.25 4.25 4.00 1.88 - 22 Opening 1 --4.25 10.25 6.00 --5.00 22 Segment 2 --10.25 25.00 14.75 14.50 0.54 - 22 Opening 2 --25.00 29.00 4.00 --5.00 22 Segment 3 --29.00 30.00 1.00 -8.00 - 22 Level 1 Line E 1 57.00 0.00 12.00 12.00 12.00 -9.00 -- Wall E-1 FT 1 57.00 0.00 12.00 12.00 12.00 -- 22 Segment 1 --0.00 3.00 3.00 2.75 1.67 - -- Opening 1 --3.00 9.00 6.00 --5.00 -- Segment 2 --9.00 12.00 3.00 2.75 1.67 - -- 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 91 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 Loads WINDSHEARLOADS(asenteredorgenerated) Level 2 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall MinW->EWind Line 2.00 6.00 32.0 Block 1 WWall 1 W->EWind Line 2.00 6.00 43.4 Block 1 WWall MinW->EWind Line 6.00 57.00 32.0 Block 1 WWall 1 W->EWind Line 6.00 57.00 43.4 Block 1 WL Roof 1 W->EWind Line 7.50 23.50 0.0 1.5 Block 1 WL Roof MinW->EWind Line 7.50 23.50 0.0 27.2 Block 1 WCtr Roof 1 W->EWind Line 23.50 42.00 1.5 Block 1 WCtr Roof MinW->EWind Line 23.50 42.00 27.2 Block 1 WR Roof 1 W->EWind Line 42.00 58.00 1.5 0.0 Block 1 WR Roof MinW->EWind Line 42.00 58.00 27.2 0.0 Block 1 EWall 1 W->E Lee Line 2.00 8.50 29.1 Block 1 EWall MinW->E Lee Line 2.00 8.50 32.0 Block 1 EL Roof MinW->E Lee Line 7.50 23.50 0.0 27.2 Block 1 EL Roof 1 W->E Lee Line 7.50 23.50 0.0 59.4 Block 1 EWall 1 W->E Lee Line 8.50 57.00 29.1 Block 1 EWall MinW->E Lee Line 8.50 57.00 32.0 Block 1 ECtr Roof 1 W->E Lee Line 23.50 42.00 59.4 Block 1 ECtr Roof MinW->E Lee Line 23.50 42.00 27.2 Block 1 ER Roof MinW->E Lee Line 42.00 58.00 27.2 0.0 Block 1 ER Roof 1 W->E Lee Line 42.00 58.00 59.4 0.0 Block 1 WWall MinE->W Lee Line 2.00 6.00 32.0 Block 1 WWall 1 E->W Lee Line 2.00 6.00 29.1 Block 1 WWall 1 E->W Lee Line 6.00 57.00 29.1 Block 1 WWall MinE->W Lee Line 6.00 57.00 32.0 Block 1 WL Roof MinE->W Lee Line 7.50 23.50 0.0 27.2 Block 1 WL Roof 1 E->W Lee Line 7.50 23.50 0.0 59.4 Block 1 WCtr Roof 1 E->W Lee Line 23.50 42.00 59.4 Block 1 WCtr Roof MinE->W Lee Line 23.50 42.00 27.2 Block 1 WR Roof 1 E->W Lee Line 42.00 58.00 59.4 0.0 Block 1 WR Roof MinE->W Lee Line 42.00 58.00 27.2 0.0 Block 1 EWall 1 E->WWind Line 2.00 8.50 43.4 Block 1 EWall MinE->WWind Line 2.00 8.50 32.0 Block 1 EL Roof MinE->WWind Line 7.50 23.50 0.0 27.2 Block 1 EL Roof 1 E->WWind Line 7.50 23.50 0.0 1.5 Block 1 EWall 1 E->WWind Line 8.50 57.00 43.4 Block 1 EWall MinE->WWind Line 8.50 57.00 32.0 Block 1 ECtr Roof 1 E->WWind Line 23.50 42.00 1.5 Block 1 ECtr Roof MinE->WWind Line 23.50 42.00 27.2 Block 1 ER Roof MinE->WWind Line 42.00 58.00 27.2 0.0 Block 1 ER Roof 1 E->WWind Line 42.00 58.00 1.5 0.0 Block 1 SL Roof 1 S->NWind Line -1.00 15.00 0.0 13.1 Block 1 SL Roof MinS->NWind Line -1.00 15.00 0.0 27.2 Block 1 SWall MinS->NWind Line 0.00 6.25 32.0 Block 1 SWall 1 S->NWind Line 0.00 6.25 43.4 Block 1 SWall MinS->NWind Line 6.25 19.25 32.0 Block 1 SWall 1 S->NWind Line 6.25 19.25 43.4 Block 1 SR Roof 1 S->NWind Line 15.00 31.00 13.1 0.0 Block 1 SR Roof MinS->NWind Line 15.00 31.00 27.2 0.0 Block 1 SWall MinS->NWind Line 19.25 30.00 32.0 Block 1 SWall 1 S->NWind Line 19.25 30.00 43.4 Block 1 NL Roof 1 S->N Lee Line -1.00 15.00 0.0 59.4 Block 1 NL Roof MinS->N Lee Line -1.00 15.00 0.0 27.2 Block 1 NWall 1 S->N Lee Line 0.00 30.00 22.0 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NR Roof MinS->N Lee Line 15.00 31.00 27.2 0.0 Block 1 NR Roof 1 S->N Lee Line 15.00 31.00 59.4 0.0 Block 1 SL Roof MinN->S Lee Line -1.00 15.00 0.0 27.2 Block 1 SL Roof 1 N->S Lee Line -1.00 15.00 0.0 59.4 Block 1 SWall 1 N->S Lee Line 0.00 6.25 22.0 Block 1 SWall MinN->S Lee Line 0.00 6.25 32.0 Block 1 SWall 1 N->S Lee Line 6.25 19.25 22.0 Block 1 SWall MinN->S Lee Line 6.25 19.25 32.0 Block 1 SR Roof 1 N->S Lee Line 15.00 31.00 59.4 0.0 Block 1 SR Roof MinN->S Lee Line 15.00 31.00 27.2 0.0 Block 1 SWall MinN->S Lee Line 19.25 30.00 32.0 Block 1 SWall 1 N->S Lee Line 19.25 30.00 22.0 Block 1 NL Roof MinN->SWind Line -1.00 15.00 0.0 27.2 Block 1 NL Roof 1 N->SWind Line -1.00 15.00 0.0 13.1 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 N Wall 1 N->S Wind Line 0.00 30.00 43.4 6 Page 92 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 N R Roof 1 N->S Wind Line 15.00 31.00 13.1 0.0 Block 1 NR Roof MinN->SWind Line 15.00 31.00 27.2 0.0 Block 2 WL Roof 1 W->EWind Line 5.00 7.50 -0.0 -1.1 Block 2 WL Roof MinW->EWind Line 5.00 7.50 0.0 4.2 Block 2 WCtr Roof MinW->EWind Line 7.50 15.62 4.2 Block 2 WCtr Roof 1 W->EWind Line 7.50 15.62 -1.1 Block 2 WR Roof MinW->EWind Line 15.62 18.13 4.2 0.0 Block 2 WR Roof 1 W->EWind Line 15.62 18.13 -1.1 -0.0 Block 2 EL Roof MinW->E Lee Line 5.00 7.50 0.0 4.2 Block 2 EL Roof 1 W->E Lee Line 5.00 7.50 0.0 9.1 Block 2 ECtr Roof MinW->E Lee Line 7.50 15.62 4.2 Block 2 ECtr Roof 1 W->E Lee Line 7.50 15.62 9.1 Block 2 ER Roof MinW->E Lee Line 15.62 18.13 4.2 0.0 Block 2 ER Roof 1 W->E Lee Line 15.62 18.13 9.1 0.0 Block 2 WL Roof MinE->W Lee Line 5.00 7.50 0.0 4.2 Block 2 WL Roof 1 E->W Lee Line 5.00 7.50 0.0 9.1 Block 2 WCtr Roof 1 E->W Lee Line 7.50 15.62 9.1 Block 2 WCtr Roof MinE->W Lee Line 7.50 15.62 4.2 Block 2 WR Roof MinE->W Lee Line 15.62 18.13 4.2 0.0 Block 2 WR Roof 1 E->W Lee Line 15.62 18.13 9.1 0.0 Block 2 EL Roof MinE->WWind Line 5.00 7.50 0.0 4.2 Block 2 EL Roof 1 E->WWind Line 5.00 7.50 -0.0 -1.1 Block 2 ECtr Roof MinE->WWind Line 7.50 15.62 4.2 Block 2 ECtr Roof 1 E->WWind Line 7.50 15.62 -1.1 Block 2 ER Roof MinE->WWind Line 15.62 18.13 4.2 0.0 Block 2 ER Roof 1 E->WWind Line 15.62 18.13 -1.1 -0.0 Block 2 SL Roof 1 S->NWind Line -1.00 9.63 -0.0 -4.7 Block 2 SL Roof MinS->NWind Line -1.00 9.63 -0.0 -18.0 Block 2 SR Roof 1 S->NWind Line 9.63 20.25 -4.7 -0.0 Block 2 SR Roof MinS->NWind Line 9.63 20.25 -18.0 -0.0 Block 2 SL Roof MinN->S Lee Line -1.00 9.63 0.0 18.0 Block 2 SL Roof 1 N->S Lee Line -1.00 9.63 0.0 38.9 Block 2 SR Roof 1 N->S Lee Line 9.63 20.25 38.9 0.0 Block 2 SR Roof MinN->S Lee Line 9.63 20.25 18.0 0.0 Block 3 WL Roof MinW->EWind Line 1.00 5.00 0.0 6.8 Block 3 WL Roof 1 W->EWind Line 1.00 5.00 -0.0 -1.7 Block 3 WCtr Roof MinW->EWind Line 5.00 8.50 6.8 Block 3 WCtr Roof 1 W->EWind Line 5.00 8.50 -1.7 Block 3 WR Roof 1 W->EWind Line 8.50 12.50 -1.7 -0.0 Block 3 WR Roof MinW->EWind Line 8.50 12.50 6.8 0.0 Block 3 EL Roof MinW->E Lee Line 1.00 5.00 0.0 6.8 Block 3 EL Roof 1 W->E Lee Line 1.00 5.00 0.0 14.5 Block 3 ECtr Roof MinW->E Lee Line 5.00 8.50 6.8 Block 3 ECtr Roof 1 W->E Lee Line 5.00 8.50 14.5 Block 3 ER Roof 1 W->E Lee Line 8.50 12.50 14.5 0.0 Block 3 ER Roof MinW->E Lee Line 8.50 12.50 6.8 0.0 Block 3 WL Roof MinE->W Lee Line 1.00 5.00 0.0 6.8 Block 3 WL Roof 1 E->W Lee Line 1.00 5.00 0.0 14.5 Block 3 WCtr Roof MinE->W Lee Line 5.00 8.50 6.8 Block 3 WCtr Roof 1 E->W Lee Line 5.00 8.50 14.5 Block 3 WR Roof MinE->W Lee Line 8.50 12.50 6.8 0.0 Block 3 WR Roof 1 E->W Lee Line 8.50 12.50 14.5 0.0 Block 3 EL Roof MinE->WWind Line 1.00 5.00 0.0 6.8 Block 3 EL Roof 1 E->WWind Line 1.00 5.00 -0.0 -1.7 Block 3 ECtr Roof 1 E->WWind Line 5.00 8.50 -1.7 Block 3 ECtr Roof MinE->WWind Line 5.00 8.50 6.8 Block 3 ER Roof MinE->WWind Line 8.50 12.50 6.8 0.0 Block 3 ER Roof 1 E->WWind Line 8.50 12.50 -1.7 -0.0 Block 3 SL Roof 1 S->NWind Line 5.25 12.75 -0.0 -3.3 Block 3 SL Roof MinS->NWind Line 5.25 12.75 -0.0 -12.7 Block 3 SR Roof 1 S->NWind Line 12.75 20.25 -3.3 -0.0 Block 3 SR Roof MinS->NWind Line 12.75 20.25 -12.7 -0.0 Block 3 SL Roof 1 N->S Lee Line 5.25 12.75 0.0 27.2 Block 3 SL Roof MinN->S Lee Line 5.25 12.75 0.0 12.7 Block 3 SR Roof MinN->S Lee Line 12.75 20.25 12.7 0.0 Block 3 SR Roof 1 N->S Lee Line 12.75 20.25 27.2 0.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall 1 W->EWind Line 0.00 57.00 61.7 Block 1 WWall MinW->EWind Line 0.00 57.00 48.0 Block 1 WWall MinW->EWind Line 2.00 6.00 32.0 Block 1 W Wall 1 W->E Wind Line 2.00 6.00 41.3 7 Page 93 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 W Wall Min W->E Wind Line 3.00 5.00 48.0 Block 1 WWall 1 W->EWind Line 3.00 5.00 61.7 Block 1 WWall MinW->EWind Line 6.00 57.00 32.0 Block 1 WWall 1 W->EWind Line 6.00 57.00 41.3 Block 1 EWall MinW->E Lee Line 0.00 5.00 48.0 Block 1 EWall 1 W->E Lee Line 0.00 5.00 43.7 Block 1 EWall MinW->E Lee Line 2.00 8.50 32.0 Block 1 EWall 1 W->E Lee Line 2.00 8.50 29.1 Block 1 EWall 1 W->E Lee Line 3.00 45.00 43.7 Block 1 EWall MinW->E Lee Line 3.00 45.00 48.0 Block 1 EWall MinW->E Lee Line 8.50 57.00 32.0 Block 1 EWall 1 W->E Lee Line 8.50 57.00 29.1 Block 1 EWall MinW->E Lee Line 45.00 57.00 48.0 Block 1 EWall 1 W->E Lee Line 45.00 57.00 43.7 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 43.7 Block 1 WWall MinE->W Lee Line 2.00 6.00 32.0 Block 1 WWall 1 E->W Lee Line 2.00 6.00 29.1 Block 1 WWall MinE->W Lee Line 3.00 5.00 48.0 Block 1 WWall 1 E->W Lee Line 3.00 5.00 43.7 Block 1 WWall MinE->W Lee Line 6.00 57.00 32.0 Block 1 WWall 1 E->W Lee Line 6.00 57.00 29.1 Block 1 EWall 1 E->WWind Line 0.00 5.00 61.7 Block 1 EWall MinE->WWind Line 0.00 5.00 48.0 Block 1 EWall 1 E->WWind Line 2.00 8.50 41.3 Block 1 EWall MinE->WWind Line 2.00 8.50 32.0 Block 1 EWall MinE->WWind Line 3.00 45.00 48.0 Block 1 EWall 1 E->WWind Line 3.00 45.00 61.7 Block 1 EWall 1 E->WWind Line 8.50 57.00 41.3 Block 1 EWall MinE->WWind Line 8.50 57.00 32.0 Block 1 EWall MinE->WWind Line 45.00 57.00 48.0 Block 1 EWall 1 E->WWind Line 45.00 57.00 61.7 Block 1 SWall MinS->NWind Line 0.00 6.25 32.0 Block 1 SWall MinS->NWind Line 0.00 19.25 48.0 Block 1 SWall 1 S->NWind Line 0.00 6.25 41.3 Block 1 SWall 1 S->NWind Line 0.00 19.25 61.7 Block 1 SWall MinS->NWind Line 6.25 19.25 32.0 Block 1 SWall 1 S->NWind Line 6.25 19.25 41.3 Block 1 SWall MinS->NWind Line 19.25 23.50 48.0 Block 1 SWall 1 S->NWind Line 19.25 23.50 61.7 Block 1 SWall 1 S->NWind Line 19.25 30.00 41.3 Block 1 SWall MinS->NWind Line 19.25 30.00 32.0 Block 1 SWall MinS->NWind Line 23.50 30.00 48.0 Block 1 SWall 1 S->NWind Line 23.50 30.00 61.7 Block 1 NWall MinS->N Lee Line 0.00 12.00 48.0 Block 1 NWall 1 S->N Lee Line 0.00 30.00 22.0 Block 1 NWall 1 S->N Lee Line 0.00 12.00 32.9 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NWall 1 S->N Lee Line 12.00 30.00 32.9 Block 1 NWall MinS->N Lee Line 12.00 30.00 48.0 Block 1 SWall 1 N->S Lee Line 0.00 19.25 32.9 Block 1 SWall MinN->S Lee Line 0.00 6.25 32.0 Block 1 SWall MinN->S Lee Line 0.00 19.25 48.0 Block 1 SWall 1 N->S Lee Line 0.00 6.25 22.0 Block 1 SWall MinN->S Lee Line 6.25 19.25 32.0 Block 1 SWall 1 N->S Lee Line 6.25 19.25 22.0 Block 1 SWall 1 N->S Lee Line 19.25 23.50 32.9 Block 1 SWall MinN->S Lee Line 19.25 30.00 32.0 Block 1 SWall MinN->S Lee Line 19.25 23.50 48.0 Block 1 SWall 1 N->S Lee Line 19.25 30.00 22.0 Block 1 SWall 1 N->S Lee Line 23.50 30.00 32.9 Block 1 SWall MinN->S Lee Line 23.50 30.00 48.0 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 NWall MinN->SWind Line 0.00 12.00 48.0 Block 1 NWall 1 N->SWind Line 0.00 30.00 41.3 Block 1 NWall 1 N->SWind Line 0.00 12.00 61.7 Block 1 NWall 1 N->SWind Line 12.00 30.00 61.7 Block 1 NWall MinN->SWind Line 12.00 30.00 48.0 Legend: Block-Blockused in loadgeneration Accum. = loads fromoneblockcombinedwith another Manual = user-entered loads(sonoblock) F-Building face(north,south,eastorwest) 8 Page 94 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 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 95 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 BUILDINGMASSES Level 2 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 1 1 Line 7.50 58.00 240.0 240.0 E-W Roof Block 1 6 Line 7.50 58.00 240.0 240.0 E-W Roof Block 2 1 Line 5.00 8.50 159.4 159.4 E-W Roof Block 2 4 Line 5.00 8.50 159.4 159.4 E-W Roof Block 3 2 Line 1.00 6.00 112.5 112.5 E-W Roof Block 3 4 Line 1.00 6.00 112.5 112.5 N-S Roof Block 1 Line -1.00 31.00 378.8 378.8 N-S Roof Block 1 E Line -1.00 31.00 378.8 378.8 N-S Roof Block 2 Line -1.00 20.25 33.8 33.8 N-S Roof Block 2 Line -1.00 20.25 18.8 18.8 N-S Roof Block 3 Line 5.25 20.25 45.0 45.0 N-S Roof Block 3 Line 5.25 20.25 30.0 30.0 BothWall 1-1 n/a 1 Line 6.00 57.00 40.0 40.0 BothWall 2-1 n/a 2 Line 2.00 6.00 40.0 40.0 BothWall 4-1 n/a 4 Line 2.00 8.50 40.0 40.0 BothWall 6-1 n/a 6 Line 8.50 57.00 40.0 40.0 BothWall A-2 n/a Line 6.25 19.25 40.0 40.0 BothWall A-1 n/a Line 0.00 6.25 40.0 40.0 BothWall B-1 n/a Line 19.25 30.00 40.0 40.0 BothWall E-1 n/a E 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 5.00 115.5 115.5 E-W Floor F2 n/a 1 Line 5.00 45.00 180.0 180.0 BothWall 1-1 n/a 1 Line 6.00 57.00 40.0 40.0 E-W Floor F3 n/a 1 Line 45.00 57.00 72.0 72.0 BothWall 2-1 n/a 2 Line 2.00 6.00 40.0 40.0 E-W Floor F3 n/a 3 Line 45.00 57.00 72.0 72.0 E-W Floor F1 n/a 4 Line 0.00 5.00 115.5 115.5 BothWall 4-1 n/a 4 Line 2.00 8.50 40.0 40.0 E-W Floor F4 n/a 5 Line 3.00 5.00 39.0 39.0 E-W Floor F4 n/a 6 Line 3.00 5.00 39.0 39.0 E-W Floor F2 n/a 6 Line 5.00 45.00 180.0 180.0 BothWall 6-1 n/a 6 Line 8.50 57.00 40.0 40.0 N-S Floor F1 n/a A Line 0.00 12.00 342.0 342.0 N-S Floor F2 n/a A Line 12.00 19.25 270.0 270.0 BothWall A-2 n/a Line 6.25 19.25 40.0 40.0 N-S Floor F4 n/a Line 23.50 30.00 252.0 252.0 N-S Floor F3 n/a B Line 19.25 23.50 240.0 240.0 BothWall A-1 n/a Line 0.00 6.25 40.0 40.0 BothWall B-1 n/a Line 19.25 30.00 40.0 40.0 N-S Floor F2 n/a D Line 12.00 19.25 270.0 270.0 N-S Floor F3 n/a D Line 19.25 23.50 240.0 240.0 N-S Floor F4 n/a D Line 23.50 30.00 252.0 252.0 BothWall E-1 n/a E Line 0.00 30.00 40.0 40.0 N-S Floor F1 n/a E Line 0.00 12.00 342.0 342.0 BothWall 1-1 n/a 1 Line 0.00 57.00 45.0 45.0 BothWall 3-1 n/a 3 Line 45.00 57.00 45.0 45.0 BothWall 4-1 n/a 4 Line 0.00 5.00 45.0 45.0 Both Wall 5-1 n/a 5 Line 3.00 5.00 45.0 45.0 10 Page 96 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 BUILDINGMASSES(continued) Both Wall 6-1 n/a 6 Line 3.00 45.00 45.0 45.0 BothWall A-1 n/a A Line 0.00 19.25 45.0 45.0 BothWall A-2 n/a Line 23.50 30.00 45.0 45.0 BothWall B-1 n/a B Line 19.25 23.50 45.0 45.0 BothWall C-1 n/a C Line 0.50 18.75 27.0 27.0 BothWall D-1 n/a D Line 12.00 16.25 45.0 45.0 BothWall D-2 n/a D Line 16.25 30.00 45.0 45.0 BothWall E-1 n/a E Line 0.00 12.00 45.0 45.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline that equivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserapplied area loadsonly 11 Page 97 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line 1.00 2.00 44.1 44.1 E-W Point 2.00 2.00 102 102 E-W Line 2.00 5.00 59.7 59.7 E-W Line 5.00 6.00 122.2 122.2 E-W Point 6.00 6.00 49 49 E-W Line 6.00 7.50 78.1 78.1 E-W Line 7.50 8.50 172.1 172.1 E-W Point 8.50 8.50 84 84 E-W Line 8.50 57.00 109.7 109.7 E-W Point 57.00 57.00 235 235 E-W Line 57.00 58.00 94.0 94.0 N-S Line -1.00 0.00 158.6 158.6 N-S Point 0.00 0.00 400 400 N-S Line 0.00 5.25 174.3 174.3 N-S Line 5.25 6.25 189.0 189.0 N-S Point 6.25 6.25 31 31 N-S Line 6.25 19.25 189.0 189.0 N-S Point 19.25 19.25 51 51 N-S Line 19.25 20.25 189.0 189.0 N-S Line 20.25 30.00 164.0 164.0 N-S Point 30.00 30.00 380 380 N-S Line 30.00 31.00 148.4 148.4 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 96 96 E-W Line 0.00 2.00 35.7 35.7 E-W Point 2.00 2.00 58 58 E-W Line 2.00 3.00 44.6 44.6 E-W Point 3.00 3.00 33 33 E-W Line 3.00 5.00 63.2 63.2 E-W Point 5.00 5.00 21 21 E-W Line 5.00 6.00 58.9 58.9 E-W Point 6.00 6.00 28 28 E-W Line 6.00 8.50 58.9 58.9 E-W Point 8.50 8.50 48 48 E-W Line 8.50 45.00 58.9 58.9 E-W Point 20.00 20.00 55 55 E-W Point 45.00 45.00 90 90 E-W Line 45.00 57.00 34.9 34.9 E-W Point 57.00 57.00 193 193 N-S Point 0.00 0.00 512 512 N-S Line 0.00 0.50 94.9 94.9 N-S Line 0.50 6.25 97.9 97.9 N-S Point 6.25 6.25 18 18 N-S Line 6.25 12.00 97.9 97.9 N-S Point 12.00 12.00 60 60 N-S Line 12.00 16.25 81.9 81.9 N-S Line 16.25 18.75 81.9 81.9 N-S Line 18.75 19.25 78.9 78.9 N-S Point 19.25 19.25 54 54 N-S Line 19.25 23.50 72.3 72.3 N-S Point 23.50 23.50 10 10 N-S Line 23.50 30.00 74.9 74.9 N-S Point 30.00 30.00 426 426 Legend: Loads in tablecanbeaccumulationof loads fromseveralbuildingmasses,so theydonotcorrespondwith aparticularbuildingelement. Location-Startandendof load indirectionperpendicular toseismic forcedirection Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.70andredundancy factor toseismic loadsbeforedistributing them to theshearlines. 12 Page 98 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 Design Summary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. HOLD-DOWNDESIGN WindLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. ThisDesignSummarydoesnot include failures thatoccurdue toexcessivestorydrift fromASCE7CC.2.2(wind)or12.12(seismic). Refer toStoryDrift table in thisreport toverify thisdesigncriterion. Refer to theDeflection table forpossibleissuesregarding fastenerslippage(SDPWSTableC4.2.3D). 13 Page 99 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 Flexible DiaphragmWind Design ASCE7 Directional (All Heights)Loads SHEARRESULTS N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line 1 Level 2 Ln1,Lev2 -S->N - - 907 - - - 339 - - 14596 - -N->S - - 1174 - - - 339 - - 14596 - Wall1-1 2 S->N - - 907 -1.0 - 339 - - 14596 - 2 N->S - - 1174 -1.0 - 339 - - 14596 - Seg. 1 -S->N 21.1 - 243 -1.0 - 339 -339 3904 0.06 -N->S 27.3 - 314 -1.0 - 339 -339 3904 0.08 Seg. 2 -S->N 21.1 - 190 -1.0 - 339 -339 3055 0.06 -N->S 27.3 - 246 -1.0 - 339 -339 3055 0.08 Seg. 3 -S->N 21.1 - 475 -1.0 - 339 -339 7638 0.06 -N->S 27.3 - 614 -1.0 - 339 -339 7638 0.08 Level 1 Ln1,Lev1 -S->N - - 2328 - - - 339 - - 14342 - -N->S - - 2595 - - - 339 - - 14342 - Wall1-1 2 S->N - - 2328 -1.0 - 339 - - 14342 - 2 N->S - - 2595 -1.0 - 339 - - 14342 - Seg. 1 -S->N 55.1 - 771 -1.0 - 339 -339 4752 0.16 -N->S 61.4 - 860 -1.0 - 339 -339 4752 0.18 Seg. 2 -S->N 55.1 - 331 -1.0 - 339 -339 2037 0.16 -N->S 61.4 - 369 -1.0 - 339 -339 2037 0.18 Seg. 3 -S->N 55.1 - 1226 -1.0 - 339 -339 7553 0.16 -N->S 61.4 - 1367 -1.0 - 339 -339 7553 0.18 Seg. 4 -Both 0.0 - 0 -1.0 - 339 -339 - - Line 6 Level 2 Ln6,Lev2 -S->N - - 920 - - - 339 - - 6789 - -N->S - - 1067 - - - 339 - - 6789 - Wall6-1 2 S->N - - 920 -1.0 - 339 - - 6789 - 2 N->S - - 1067 -1.0 - 339 - - 6789 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -S->N 34.5 - 103 -.75 - 255 -255 764 0.14 -N->S 40.0 - 120 -.75 - 255 -255 764 0.16 Seg. 3 -S->N 46.0 - 816 -1.0 - 339 -339 6025 0.14 -N->S 53.3 - 947 -1.0 - 339 -339 6025 0.16 Level 1 Ln6,Lev1 -S->N - - 2341 - - - 339 - - 5856 - -N->S - - 2488 - - - 339 - - 5856 - Wall6-1 2 S->N - - 2341 -1.0 - 339 - - 5856 - 2 N->S - - 2488 -1.0 - 339 - - 5856 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -S->N 135.7 - 2341 -1.0 - 339 -339 5856 0.40 -N->S 144.2 - 2488 -1.0 - 339 -339 5856 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 2 LnA,Lev2 -Both - - 1890 - - - 339 - - 4201 - WallA-1 2 Both 152.8 - 955 -1.0 - 339 -339 2122 0.45 WallA-2 2 Both - - 936 -1.0 - 339 - - 2079 - Seg. 1 -Both 133.7 - 468 -.88 - 297 -297 1040 0.45 Seg. 2 -Both 133.7 - 468 -.88 - 297 -297 1040 0.45 Level 1 LnA,Lev1 -Both - - 3008 - - - 832 - - 9197 - WallA-1 1 Both - - 1386 -1.0 - 832 - - 4162 - Seg. 1 -Both 277.2 - 1386 -1.0 - 832 -832 4162 0.33 Seg. 2 -Both 0.0 - 0 -1.0 - 832 -832 - - WallA-2 1 Both - - 1622 -1.0 - 832 - - 5036 - Seg. 1 -Both 360.4 110.9 811 -.90 - 749 -749 1686 0.48 Open. 1 -Both -561.4 1123 - - - 832 -832 1665 0.67 Seg. 2 -Both 360.4 110.9 811 -.90 - 749 -749 1686 0.48 Line C LnC,Lev1 -Both - - 2354 - - - 339 - - 5346 - WallC-1 2 Both - - 2354 -1.0 - 339 - - 5346 - Seg. 1 -Both 149.4 - 1606 -1.0 - 339 -339 3649 0.44 Seg. 2 -Both 149.4 - 747 - 1.0 - 339 - 339 1697 0.44 14 Page 100 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 SHEARRESULTS(flexiblewinddesign,continued) Line D LnD,Lev1 -Both - - 1952 - - - 637 - - 2345 - WallD-2 3^Both - - 1952 -1.0 - 637 - - 2345 - Seg. 1 -Both 324.1 - 891 -.61 - 389 -389 1071 0.83 Seg. 2 -Both 353.6 - 1061 -.67 - 425 -425 1274 0.83 Line E Level 2 LnE,Lev2 -Both - - 1870 - - - 339 - - 6450 - WallE-1 2 Both - - 1870 -1.0 - 339 - - 6450 - Seg. 1 -Both 98.4 - 418 -1.0 - 339 -339 1443 0.29 Seg. 2 -Both 98.4 - 1452 -1.0 - 339 -339 5007 0.29 Seg. 3 -Both 0.0 - 0 -1.0 - 339 -339 - - Level 1 LnE,Lev1 -Both - - 2503 - - - 832 - - 9988 - WallE-1 1 Both - - 2503 -1.0 - 832 - - 9988 - Seg. 1 -Both 417.2 -52.2 1252 -1.0 - 832 -832 2497 0.50 Open. 1 -Both -469.4 2816 - - - 832 -832 4994 0.56 Seg. 2 -Both 417.2 -52.2 1252 -1.0 - 832 -832 2497 0.50 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 101 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 Hold-DownandCompressionDesign(flexiblewinddesign) Level 1 TensileHold-down Line-Location[ft]Load orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 0.12 1 505 505 LIMIT w/o 1500 0.34 V Elem 0.00 6.13 1 172 172 Refer to upper level 1-1 L Op 1 0.00 13.88 1 563 563 LIMIT w/o 1500 0.38 1-1 R Op 1 0.00 17.13 1 517 517 LIMIT w/o 1500 0.34 V Elem 0.00 17.38 1 223 223 Refer to upper level V Elem 0.00 20.63 1 174 174 Refer to upper level 1-1 L Op 2 0.00 22.88 1 577 577 LIMIT w/o 1500 0.38 1-1 R Op 2 0.00 28.13 1 501 501 LIMIT w/o 1500 0.33 V Elem 0.00 29.38 1 225 225 Refer to upper level V Elem 0.00 34.63 1 171 171 Refer to upper level 1-1 L Op 3 0.00 50.13 1 559 559 LIMIT w/o 1500 0.37 V Elem 0.00 56.88 1 221 221 Refer to upper level Line 6 6-1 R Op 1 30.00 27.88 1 1239 1239 STHD14 (8" S 3815 0.32 V Elem 30.00 31.38 1 301 301 Refer to upper level V Elem 30.00 34.13 1 349 349 Refer to upper level V Elem 30.00 39.38 1 373 373 Refer to upper level 6-1 R End 30.00 44.88 1 1317 1317 STHD14 (8" S 3815 0.35 V Elem 30.00 56.88 1 433 433 Refer to upper level Line A A-1 L End 0.12 0.00 1 3899 3899 N/A 30000 0.13 A-1 L Op 1 4.88 0.00 1 2626 2626 N/A 30000 0.09 V Elem 6.13 0.00 1 1273 1273 Refer to upper level V Elem 6.38 0.00 1 1152 1152 Refer to upper level V Elem 9.63 0.00 1 1152 1152 Refer to upper level V Elem 15.88 0.00 1 1152 1152 Refer to upper level V Elem 19.12 0.00 1 1152 1152 Refer to upper level A-2 L End 23.63 3.00 1 2335 2335 STHD14 (8" S 3815 0.61 A-2 R End 29.88 3.00 1 2335 2335 STHD14 (8" S 3815 0.61 Line C C-1 L End 0.63 20.00 1 1377 1377 LIMIT w/o 1500 0.92 C-1 L Op 1 11.13 20.00 1 1377 1377 LIMIT w/o 1500 0.92 C-1 R Op 1 13.88 20.00 1 1416 1416 LIMIT w/o 1500 0.94 C-1 R End 18.63 20.00 1 1416 1416 LIMIT w/o 1500 0.94 Line D D-2 L End 16.38 45.00 1 3209 3209 STHD14 (8" S 3815 0.84 D-2 L Op 1 18.88 45.00 1 3209 3209 STHD14 (8" S 3815 0.84 D-2 R Op 1 27.13 45.00 1 3471 3471 STHD14 (8" S 3815 0.91 D-2 R End 29.88 45.00 1 3471 3471 STHD14 (8" S 3815 0.91 Line E E-1 L End 0.12 57.00 1 2754 2754 STHD14 (8" S 3815 0.72 V Elem 2.88 57.00 1 680 680 Refer to upper level V Elem 9.13 57.00 1 157 157 Refer to upper level V Elem 10.38 57.00 1 801 801 Refer to upper level E-1 R End 11.88 57.00 1 1918 1918 STHD14 (8" S 3815 0.50 V Elem 24.88 57.00 1 801 801 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 6.13 1 172 172 LIMIT w/o 1500 0.11 1-1 L Op 1 0.00 17.38 1 223 223 LIMIT w/o 1500 0.15 1-1 R Op 1 0.00 20.63 1 174 174 LIMIT w/o 1500 0.12 1-1 L Op 2 0.00 29.38 1 225 225 LIMIT w/o 1500 0.15 1-1 R Op 2 0.00 34.63 1 171 171 LIMIT w/o 1500 0.11 1-1 R End 0.00 56.88 1 221 221 LIMIT w/o 1500 0.15 Line 6 6-1 R Op 1 30.00 31.38 1 301 301 LIMIT w/o 1500 0.20 6-1 L Op 2 30.00 34.13 1 349 349 LIMIT w/o 1500 0.23 6-1 R Op 2 30.00 39.38 1 373 373 LIMIT w/o 1500 0.25 6-1 R End 30.00 56.88 1 433 433 LIMIT w/o 1500 0.29 Line A A-1 L End 0.12 6.00 1 1273 1273 MST48 3425 0.37 A-1 R End 6.13 6.00 1 1273 1273 MSTC48B3 3315 0.38 A-2 L End 6.38 2.00 1 1152 1152 LIMIT w/o 1500 0.77 A-2 L Op 1 9.63 2.00 1 1152 1152 LIMIT w/o 1500 0.77 A-2 R Op 1 15.88 2.00 1 1152 1152 LIMIT w/o 1500 0.77 A-2 R End 19.12 2.00 1 1152 1152 LIMIT w/o 1500 0.77 Line E 16 Page 102 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 Hold-DownandCompressionDesign(flexiblewinddesign,continued) E-1 L End 0.12 57.00 1 837 837 LIMIT w/o 1500 0.56 E-1 L Op 1 4.13 57.00 1 837 837 LIMIT w/o 1500 0.56 E-1 R Op 1 10.38 57.00 1 801 801 LIMIT w/o 1500 0.53 E-1 L Op 2 24.88 57.00 1 801 801 LIMIT w/o 1500 0.53 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n–Position of studpack thathold-down isattached toorwhich isapplyingcompression force: VElem–Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView LoadCase–Resultsare forcritical loadcase: ASCE7AllHeights:Case1or2 fromFig. 27.3-8 ASCE7Low-rise:Windwardcorner(s)andCaseAorB fromFig. 28.3-1 ASCE7Minimum loads(27.1.5 / 28.3.4):"Min" TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection.Includes forces transferred fromupper levels. Shear–Overturningcomponent = Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.60;h = wallheight,beff=wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh/Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Uplift–Upliftwind load component, factored forASDby0.60 Cmb'd–SumofASD-factoredoverturning, dead and uplift forces.Mayalso include the uplift force t fromperforatedwalls fromSDPWS 4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing of end studpackonbottomplate Cap–Hold-downs:AllowableASD tension load fromdatabase;Compression:allowableASDbearing force=CtCMCbFcpA;A = crosssectional areaofendstuds.Refer toFramingmaterials table fordetails Crit.Resp.–CriticalResponse = CombinedASD force / AllowableASD tension load Notes: Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Mostsevereofwind load cases isusedforoverturningcalculation. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 17 Page 103 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 COLLECTORFORCES(flexiblewinddesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1 Left Opening 1 0.00 14.00 200 -223 1-1 Right Opening 1 0.00 17.00 77 -86 1-1 Left Opening 2 0.00 23.00 163 -181 1-1 Right Opening 2 0.00 28.00 -42 46 1-1 Left Opening 3 0.00 50.25 276 -307 Line 6 6-1 Right Opening 1 30.00 27.75 -1379 1466 Line A A-1 Left Opening 1 5.00 0.00 885 -885 A-2 Left Wall End 23.50 3.00 -970 970 A-2 Left Opening 1 25.75 3.00 -946 946 A-2 Right Opening 1 27.75 3.00 -24 24 A-2 Left Opening 1 25.75 3.00 561 561 A-2 Right Opening 1 27.75 3.00 561 561 Line C C-1 Left Wall End 0.50 20.00 -39 39 C-1 Left Opening 1 11.25 20.00 724 -724 C-1 Right Opening 1 13.75 20.00 528 -528 C-1 Right Wall End 18.75 20.00 883 -883 Line D D-2 Left Wall End 16.25 45.00 -1057 1057 D-2 Left Opening 1 19.00 45.00 -345 345 D-2 Right Opening 1 27.00 45.00 -865 865 Line E E-1 Left Opening 1 3.00 57.00 -782 782 E-1 Right Opening 1 9.00 57.00 782 -782 E-1 Left Opening 1 3.00 57.00 1408 1408 E-1 Right Opening 1 9.00 57.00 1408 1408 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 17.50 38 -49 1-1 Right Opening 1 0.00 20.50 -15 20 1-1 Left Opening 2 0.00 29.50 14 -19 1-1 Right Opening 2 0.00 34.50 -74 96 Line 6 6-1 Right Opening 1 30.00 31.25 -431 500 6-1 Left Opening 2 30.00 34.25 -385 446 6-1 Right Opening 2 30.00 39.25 -480 556 Line A A-2 Left Opening 1 9.75 2.00 465 -465 A-2 Right Opening 1 15.75 2.00 -124 124 Line E E-1 Left Opening 1 4.25 57.00 153 -153 E-1 Right Opening 1 10.25 57.00 -221 221 E-1 Left Opening 2 25.00 57.00 312 -312 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 104 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story ShearFx[lbs]ShearResistance[lbs]DiaphragmForce[lbs] [lbs][sq.ft]E-W N-S E-W N-S E-W N-S Fpx Design Fpx Design 2 33281 1555.1 4563 4563 7607 15275 5628 5628 5628 5628 1 32742 1453.3 2548 2548 19198 14427 5537 5537 5537 5537 All 66022 -7110 7110 - - - - - - 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. 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 = 0.944,butV1 / Vr1 = 0.493,so theweakstory ispermitted. 19 Page 105 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 SHEARRESULTS(flexibleseismicdesign) N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line 1 Level 2 Ln1,Lev2 -Both - - 2328 - - - 242 - - 10426 - Wall1-1 2 Both - - 2328 -1.0 - 242 - - 10426 - Seg. 1 -Both 54.1 - 623 -1.0 - 242 -242 2788 0.22 Seg. 2 -Both 54.1 - 487 -1.0 - 242 -242 2182 0.22 Seg. 3 -Both 54.1 - 1218 -1.0 - 242 -242 5455 0.22 Level 1 Ln1,Lev1 -Both - - 3691 - - - 242 - - 10244 - Wall1-1 2 Both - - 3691 -1.0 - 242 - - 10244 - Seg. 1 -Both 87.4 - 1223 -1.0 - 242 -242 3395 0.36 Seg. 2 -Both 87.4 - 524 -1.0 - 242 -242 1455 0.36 Seg. 3 -Both 87.4 - 1944 -1.0 - 242 -242 5395 0.36 Seg. 4 -Both 0.0 - 0 -1.0 - 242 -242 - - Line 6 Level 2 Ln6,Lev2 -Both - - 2234 - - - 242 - - 4849 - Wall6-1 2 Both - - 2234 -1.0 - 242 - - 4849 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 83.8 - 251 -.75 - 182 -182 546 0.46 Seg. 3 -Both 111.7 - 1983 -1.0 - 242 -242 4304 0.46 Level 1 Ln6,Lev1 -Both - - 3419 - - - 242 - - 4183 - Wall6-1 2^Both - - 3419 -1.0 - 242 - - 4183 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 198.2 - 3419 -1.0 - 242 -242 4183 0.82 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 2 LnA,Lev2 -Both - - 2262 - - - 242 - - 3000 - WallA-1 2 Both 182.8 - 1143 -1.0 - 242 -242 1515 0.75 WallA-2 2 Both - - 1120 -1.0 - 242 - - 1485 - Seg. 1 -Both 160.0 - 560 -.88 - 212 -212 743 0.75 Seg. 2 -Both 160.0 - 560 -.88 - 212 -212 743 0.75 Level 1 LnA,Lev1 -Both - - 2825 - - - 595 - - 6570 - WallA-1 1^Both - - 1302 -1.0 - 595 - - 2973 - Seg. 1 -Both 260.4 - 1302 -1.0 - 595 -595 2973 0.44 Seg. 2 -Both 0.0 - 0 -1.0 - 595 -595 - - WallA-2 1 Both - - 1523 -1.0 - 595 - - 3597 - Seg. 1 -Both 338.5 104.2 762 -.90 - 535 -535 1204 0.63 Open. 1 -Both -527.3 1055 - - - 595 -595 1189 0.89 Seg. 2 -Both 338.5 104.2 762 -.90 - 535 -535 1204 0.63 Line C LnC,Lev1 -Both - - 977 - - - 242 - - 3819 - WallC-1 2 Both - - 977 -1.0 - 242 - - 3819 - Seg. 1 -Both 62.1 - 667 -1.0 - 242 -242 2606 0.26 Seg. 2 -Both 62.1 - 310 -1.0 - 242 -242 1212 0.26 Line D LnD,Lev1 -Both - - 725 - - - 455 - - 1675 - WallD-2 3 Both - - 725 -1.0 - 455 - - 1675 - Seg. 1 -Both 120.4 - 331 -.61 - 278 -278 765 0.43 Seg. 2 -Both 131.3 - 394 -.67 - 303 -303 910 0.43 Line E Level 2 LnE,Lev2 -Both - - 2300 - - - 242 - - 4607 - WallE-1 2 Both - - 2300 -1.0 - 242 - - 4607 - Seg. 1 -Both 121.1 - 515 -1.0 - 242 -242 1030 0.50 Seg. 2 -Both 121.1 - 1786 -1.0 - 242 -242 3576 0.50 Seg. 3 -Both 0.0 - 0 -1.0 - 242 -242 - - Level 1 LnE,Lev1 -Both - - 2582 - - - 595 - - 7134 - WallE-1 1 Both - - 2582 -1.0 - 595 - - 7134 - Seg. 1 -Both 430.4 -53.8 1291 -1.0 - 595 -595 1784 0.72 Open. 1 -Both -484.2 2905 - - - 595 -595 3567 0.81 Seg. 2 -Both 430.4 -53.8 1291 -1.0 - 595 -595 1784 0.72 Legend: 20 Page 106 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 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 107 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 Hold-DownandCompressionDesign(flexibleseismicdesign) Level 1 TensileHold-down Line-Location[ft]orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 0.12 801 801 LIMIT w/o 1500 0.53 V Elem 0.00 6.13 443 443 Refer to upper level 1-1 L Op 1 0.00 13.88 801 801 LIMIT w/o 1500 0.53 1-1 R Op 1 0.00 17.13 821 821 LIMIT w/o 1500 0.55 V Elem 0.00 17.38 443 443 Refer to upper level V Elem 0.00 20.63 446 446 Refer to upper level 1-1 L Op 2 0.00 22.88 821 821 LIMIT w/o 1500 0.55 1-1 R Op 2 0.00 28.13 795 795 LIMIT w/o 1500 0.53 V Elem 0.00 29.38 446 446 Refer to upper level V Elem 0.00 34.63 438 438 Refer to upper level 1-1 L Op 3 0.00 50.13 795 795 LIMIT w/o 1500 0.53 V Elem 0.00 56.88 438 438 Refer to upper level Line 6 6-1 R Op 1 30.00 27.88 1810 1810 STHD14 (8" S 3815 0.47 V Elem 30.00 31.38 731 731 Refer to upper level V Elem 30.00 34.13 731 731 Refer to upper level V Elem 30.00 39.38 906 906 Refer to upper level 6-1 R End 30.00 44.88 1810 1810 STHD14 (8" S 3815 0.47 V Elem 30.00 56.88 906 906 Refer to upper level Line A A-1 L End 0.12 0.00 3990 3990 N/A 30000 0.13 A-1 L Op 1 4.88 0.00 2467 2467 N/A 30000 0.08 V Elem 6.13 0.00 1523 1523 Refer to upper level V Elem 6.38 0.00 1378 1378 Refer to upper level V Elem 9.63 0.00 1378 1378 Refer to upper level V Elem 15.88 0.00 1378 1378 Refer to upper level V Elem 19.12 0.00 1378 1378 Refer to upper level A-2 L End 23.63 3.00 2194 2194 STHD14 (8" S 3815 0.58 A-2 R End 29.88 3.00 2194 2194 STHD14 (8" S 3815 0.58 Line C C-1 L End 0.63 20.00 572 572 LIMIT w/o 1500 0.38 C-1 L Op 1 11.13 20.00 572 572 LIMIT w/o 1500 0.38 C-1 R Op 1 13.88 20.00 588 588 LIMIT w/o 1500 0.39 C-1 R End 18.63 20.00 588 588 LIMIT w/o 1500 0.39 Line D D-2 L End 16.38 45.00 1192 1192 STHD14 (8" S 3815 0.31 D-2 L Op 1 18.88 45.00 1192 1192 STHD14 (8" S 3815 0.31 D-2 R Op 1 27.13 45.00 1290 1290 STHD14 (8" S 3815 0.34 D-2 R End 29.88 45.00 1290 1290 STHD14 (8" S 3815 0.34 Line E E-1 L End 0.12 57.00 3007 3007 STHD14 (8" S 3815 0.79 V Elem 2.88 57.00 836 836 Refer to upper level V Elem 9.13 57.00 193 193 Refer to upper level V Elem 10.38 57.00 985 985 Refer to upper level E-1 R End 11.88 57.00 1978 1978 STHD14 (8" S 3815 0.52 V Elem 24.88 57.00 985 985 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 6.13 443 443 LIMIT w/o 1500 0.30 1-1 L Op 1 0.00 17.38 443 443 LIMIT w/o 1500 0.30 1-1 R Op 1 0.00 20.63 446 446 LIMIT w/o 1500 0.30 1-1 L Op 2 0.00 29.38 446 446 LIMIT w/o 1500 0.30 1-1 R Op 2 0.00 34.63 438 438 LIMIT w/o 1500 0.29 1-1 R End 0.00 56.88 438 438 LIMIT w/o 1500 0.29 Line 6 6-1 R Op 1 30.00 31.38 731 731 LIMIT w/o 1500 0.49 6-1 L Op 2 30.00 34.13 731 731 LIMIT w/o 1500 0.49 6-1 R Op 2 30.00 39.38 906 906 LIMIT w/o 1500 0.60 6-1 R End 30.00 56.88 906 906 LIMIT w/o 1500 0.60 Line A A-1 L End 0.12 6.00 1523 1523 MST48 3425 0.44 A-1 R End 6.13 6.00 1523 1523 MSTC48B3 3315 0.46 A-2 L End 6.38 2.00 1378 1378 LIMIT w/o 1500 0.92 A-2 L Op 1 9.63 2.00 1378 1378 LIMIT w/o 1500 0.92 A-2 R Op 1 15.88 2.00 1378 1378 LIMIT w/o 1500 0.92 A-2 R End 19.12 2.00 1378 1378 LIMIT w/o 1500 0.92 Line E 22 Page 108 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) E-1 L End 0.12 57.00 1029 1029 LIMIT w/o 1500 0.69 E-1 L Op 1 4.13 57.00 1029 1029 LIMIT w/o 1500 0.69 E-1 R Op 1 10.38 57.00 985 985 LIMIT w/o 1500 0.66 E-1 L Op 2 24.88 57.00 985 985 LIMIT w/o 1500 0.66 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n–Position of studpack thathold-down isattached to: VElem–Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection.Includes forces transferred fromupper levels. Shear–Overturningcomponent =Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.70;h = wallheight , beff=wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh/Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Ev–Verticalseismic loadeffect fromASCE712.4.2.2 = -0.2SdsxASD factorxunfactoredD = 0.233SDSx factoredD.Refer toSeismic Information table formoredetails. Cmb'd–SumofASD-factoredoverturning, dead and verticalseismic forces.Mayalso include the uplift force t fromperforatedwalls from SDPWS4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing of end studpackonbottomplate Cap–Hold-downs:AllowableASD tension load fromdatabase;Compression:AllowableASDbearing force=CtCMCbFcpA;A = crosssectional areaofendstuds.Refer toFramingmaterials table fordetails. Crit.Resp.–CriticalResponse = CombinedASD force/AllowableASD tension load Notes: CombinedforcefromASCE72.4.1 loadcombination10 = -(0.6D-0.7Ev+0.7Eh);Eh(from12.4.2.1) = -shearoverturningforce Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 23 Page 109 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 5291 5291 1-1 Left Opening 1 0.00 14.00 454 -454 1-1 Right Opening 1 0.00 17.00 175 -175 1-1 Left Opening 2 0.00 23.00 370 -370 1-1 Right Opening 2 0.00 28.00 -94 94 1-1 Left Opening 3 0.00 50.25 627 -627 Line 6 Shearline force 4809 4809 6-1 Right Opening 1 30.00 27.75 -2834 2834 Line A Shearline force 3486 3486 A-1 Left Opening 1 5.00 0.00 1026-1026 A-2 Left Wall End 23.50 3.00 -1124 1124 A-2 Left Opening 1 25.75 3.00 -1097 1097 A-2 Right Opening 1 27.75 3.00 -28 28 A-2 Left Opening 1 25.75 3.00 527 527 A-2 Right Opening 1 27.75 3.00 527 527 Line C Shearline force 2124 2124 C-1 Left Wall End 0.50 20.00 -35 35 C-1 Left Opening 1 11.25 20.00 653 -653 C-1 Right Opening 1 13.75 20.00 476 -476 C-1 Right Wall End 18.75 20.00 797 -797 Line D Shearline force 1576 1576 D-2 Left Wall End 16.25 45.00 -854 854 D-2 Left Opening 1 19.00 45.00 -279 279 D-2 Right Opening 1 27.00 45.00 -699 699 Line E Shearline force 2913 2913 E-1 Left Opening 1 3.00 57.00 -910 910 E-1 Right Opening 1 9.00 57.00 910 -910 E-1 Left Opening 1 3.00 57.00 1452 1452 E-1 Right Opening 1 9.00 57.00 1452 1452 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 2872 2872 1-1 Left Opening 1 0.00 17.50 120 -120 1-1 Right Opening 1 0.00 20.50 -48 48 1-1 Left Opening 2 0.00 29.50 46 -46 1-1 Right Opening 2 0.00 34.50 -236 236 Line 6 Shearline force 2756 2756 6-1 Right Opening 1 30.00 31.25 -1293 1293 6-1 Left Opening 2 30.00 34.25 -1153 1153 6-1 Right Opening 2 30.00 39.25 -1437 1437 Line A Shearline force 2791 2791 A-2 Left Opening 1 9.75 2.00 687 -687 A-2 Right Opening 1 15.75 2.00 -183 183 Line E Shearline force 2838 2838 E-1 Left Opening 1 4.25 57.00 233 -233 E-1 Right Opening 1 10.25 57.00 -335 335 E-1 Left Opening 2 25.00 57.00 473 -473 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. 24 Page 110 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(B).wswu Oct. 24, 2024 13:37:43 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 111 of 201 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2482-SHEAR(3-CAR)(B).wswu Oct.18,202414:11:51 -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' E-1 A-1 A-2 B-1 D-1 C-2 D-2 C-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 112 of 201 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2482-SHEAR(3-CAR)(B).wswu Oct.18,202414:11:51 -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' E-1 A-2 A-1 B-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 113 of 201 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 L2M-2482-SHEAR(3-CAR)(B).wswu Oct.18,202414:12:03 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 0.201s 0.201s ApproximateTa 0.201s 0.201s Maximum T 0.281s 0.281s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.80Case 2 N-S loadsE-Wloads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16psf 8 psf ServiceabilityWindSpeed 100mph 1 Page 114 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 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 8.50 North Hip 23.0 1.00 ExtentX,Y =30.00 48.50 South Hip 23.0 1.00 RidgeXLocation,Offset 15.00 0.00 East Side 23.0 1.00 RidgeElevation,Height 26.39 6.37 West Side 23.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =0.25 6.00 North Joined 157.0 1.00 ExtentX,Y =19.25 2.50 South Hip 23.0 1.00 RidgeXLocation,Offset 9.87 0.00 East Side 23.0 1.00 RidgeElevation,Height 24.11 4.09 West Side 23.0 1.00 Block 3 2 Story N-S Ridge LocationX,Y =6.25 2.00 North Joined 157.0 1.00 ExtentX,Y =13.00 4.00 South Hip 23.0 1.00 RidgeXLocation,Offset 12.75 0.00 East Side 23.0 1.00 RidgeElevation,Height 22.78 2.76 West Side 23.0 1.00 Block 4 1 Story E-W Ridge LocationX,Y =-10.00 0.00 North Side 23.0 1.00 ExtentX,Y =29.50 20.75 South Side 23.0 1.00 RidgeYLocation,Offset 10.38 0.00 East Gable 90.0 1.00 RidgeElevation,Height 24.42 4.40 West Hip 23.0 1.00 2 Page 115 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in lbs/in in in 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 2 12 Y 1,2,3 2 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 6 12 Y 1,3 3 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 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 116 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 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 2 -10.00 0.00 20.75 20.75 20.50 -9.00 -- Wall 1-1 Seg 2 -10.00 0.00 20.75 20.75 20.50 0.43 - 22 Line 2 Level 2 Line 2 2 0.00 6.00 57.00 51.00 43.00 -8.00 -- Wall 2-1 Seg 2 0.00 6.00 57.00 51.00 43.00 -- 22 Segment 1 --6.00 17.50 11.50 11.25 0.70 - 22 Opening 1 --17.50 20.50 3.00 --5.00 22 Segment 2 --20.50 29.50 9.00 8.75 0.89 - 22 Opening 2 --29.50 34.50 5.00 --5.00 22 Segment 3 --34.50 57.00 22.50 22.25 0.36 - 22 Level 1 Line 2 2 0.00 0.00 57.00 57.00 22.25 -9.00 -- Wall 2-1 Seg 2 0.00 20.75 57.00 36.25 22.25 -- 22 Segment 1 --20.75 23.00 2.25 -4.00 - 22 Opening 1 --23.00 28.00 5.00 --5.00 22 Segment 2 --28.00 50.25 22.25 22.00 0.40 - 22 Opening 2 --50.25 55.25 5.00 --5.00 22 Segment 3 --55.25 57.00 1.75 -5.14 - 22 Line 3 Level 2 Line 3 NSW 6.25 2.00 6.00 4.00 0.00 -8.00 -- Wall 3-1 NSW 6.25 2.00 6.00 4.00 0.00 1.00 - 22 Line 4 Level 1 Line 4 NSW 12.00 45.00 57.00 12.00 0.00 -9.00 -- Wall 4-1 NSW 12.00 45.00 57.00 12.00 0.00 1.00 - 22 Line 5 Level 2 Line 5 NSW 19.25 0.00 8.50 8.50 0.00 -8.00 -- Wall 5-1 NSW 19.25 2.00 8.50 6.50 0.00 1.00 - 22 Level 1 Line 5 NSW 19.25 0.00 8.50 8.50 0.00 -9.00 -- Wall 5-1 NSW 19.25 0.00 5.00 5.00 0.00 1.00 - 22 Line 6 Level 1 Line 6 NSW 23.50 3.00 5.00 2.00 0.00 -9.00 -- Wall 6-1 NSW 23.50 3.00 5.00 2.00 0.00 1.00 - 22 Line 7 Level 2 Line 7 2 30.00 8.50 57.00 48.50 20.75 -8.00 -- Wall 7-1 Seg 2 30.00 8.50 57.00 48.50 20.75 -- 22 Segment 1 --8.50 9.50 1.00 -8.00 - 22 Opening 1 --9.50 31.25 21.75 --5.00 22 Segment 2 --31.25 34.25 3.00 2.75 2.67 - 22 Opening 2 --34.25 39.25 5.00 --5.00 22 Segment 3 --39.25 57.00 17.75 17.50 0.45 - 22 Level 1 Line 7 2 30.00 3.00 45.00 42.00 17.25 -9.00 -- Wall 7-1 Seg 2 30.00 3.00 45.00 42.00 17.25 -- 22 Segment 1 --3.00 4.00 1.00 -9.00 - 22 Opening 1 --4.00 27.75 23.75 --5.00 22 Segment 2 --27.75 45.00 17.25 17.00 0.52 - 22 East-west Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft]W E Line A Level 2 Line A 2 3.30 0.00 19.25 19.25 13.25 -8.00 -- Wall A-1 Seg 2 6.00 0.00 6.25 6.25 6.00 1.28 - 22 Wall A-2 Seg 2 2.00 6.25 19.25 13.00 7.00 -- 22 Segment 1 --6.25 9.75 3.50 3.25 2.29 - 22 Opening 1 --9.75 15.75 6.00 --4.50 22 Segment 2 --15.75 19.25 3.50 3.25 2.29 - 22 Level 1 Line A 1 0.55 -10.00 30.00 40.00 15.50 -9.00 -- Wall A-1 Seg 1 0.00 -10.00 19.25 29.25 9.00 -- 22 Segment 1 ---10.00 -1.00 9.00 8.75 1.00 -2 2 4 Page 117 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Opening 1 ---1.00 18.00 19.00 --5.00 2 2 Segment 2 --18.00 19.25 1.25 -7.20 - 22 Wall A-2 FT 1 3.00 23.50 30.00 6.50 6.50 -- 22 Segment 1 --23.50 25.75 2.25 -2.22 - -- Opening 1 --25.75 27.75 2.00 --5.00 -- Segment 2 --27.75 30.00 2.25 -2.22 - -- Line B Level 2 Line B NSW 5.00 19.25 30.00 10.75 0.00 -8.00 -- Wall B-1 NSW 8.50 19.25 30.00 10.75 0.00 1.00 - 22 Level 1 Line B NSW 5.00 19.25 30.00 10.75 0.00 -9.00 -- Wall B-1 NSW 5.00 19.25 23.50 4.25 0.00 1.00 - 22 Line C Level 1 Line C 2 20.27 -10.00 30.00 40.00 22.75 -9.00 -- Wall C-1 Seg 2 20.75 -10.00 0.00 10.00 7.00 -- 22 Segment 1 ---10.00 -6.50 3.50 3.25 2.57 - 22 Opening 1 ---6.50 -3.50 3.00 --5.00 22 Segment 2 ---3.50 0.00 3.50 3.25 2.57 - 22 Wall C-2 Seg 2 20.00 0.50 18.75 18.25 15.75 -- 22 Segment 1 --0.50 11.25 10.75 10.50 0.84 - 22 Opening 1 --11.25 13.75 2.50 --5.00 22 Segment 2 --13.75 18.75 5.00 4.75 1.80 - 22 Line D Level 1 Line D 3 45.00 0.00 30.00 30.00 5.75 -9.00 -- Wall D-1 NSW 45.00 12.00 16.25 4.25 0.00 1.00 - 22 Wall D-2 Seg 3 45.00 16.25 30.00 13.75 5.75 -- 22 Segment 1 --16.25 19.00 2.75 -3.27 - 22 Opening 1 --19.00 27.00 8.00 --4.50 22 Segment 2 --27.00 30.00 3.00 2.75 3.00 - 22 Line E Level 2 Line E 2 57.00 0.00 30.00 30.00 19.00 -8.00 -- Wall E-1 Seg 2 57.00 0.00 30.00 30.00 19.00 -- 22 Segment 1 --0.00 4.25 4.25 4.00 1.88 - 22 Opening 1 --4.25 10.25 6.00 --5.00 22 Segment 2 --10.25 25.00 14.75 14.50 0.54 - 22 Opening 2 --25.00 29.00 4.00 --5.00 22 Segment 3 --29.00 30.00 1.00 -8.00 - 22 Level 1 Line E 1 57.00 0.00 12.00 12.00 12.00 -9.00 -- Wall E-1 FT 1 57.00 0.00 12.00 12.00 12.00 -- 22 Segment 1 --0.00 3.00 3.00 2.75 1.67 - -- Opening 1 --3.00 9.00 6.00 --5.00 -- Segment 2 --9.00 12.00 3.00 2.75 1.67 - -- 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 118 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 Loads WINDSHEARLOADS(asenteredorgenerated) Level 2 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall 1 W->EWind Line 2.00 6.00 43.4 Block 1 WWall MinW->EWind Line 2.00 6.00 32.0 Block 1 WWall MinW->EWind Line 6.00 57.00 32.0 Block 1 WWall 1 W->EWind Line 6.00 57.00 43.4 Block 1 WL Roof 1 W->EWind Line 14.62 21.75 -0.0 1.3 Block 1 WL Roof MinW->EWind Line 14.62 21.75 -0.0 24.2 Block 1 WL Roof 1 W->EWind Line 14.62 21.75 -0.0 1.3 Block 1 WL Roof MinW->EWind Line 14.62 21.75 -0.0 24.2 Block 1 WL Roof MinW->EWind Line 21.75 23.50 24.2 27.2 Block 1 WL Roof 1 W->EWind Line 21.75 23.50 1.3 1.5 Block 1 WL Roof 1 W->EWind Line 21.75 23.50 1.3 1.5 Block 1 WL Roof MinW->EWind Line 21.75 23.50 24.2 27.2 Block 1 WCtr Roof MinW->EWind Line 23.50 42.00 27.2 Block 1 WCtr Roof 1 W->EWind Line 23.50 42.00 1.5 Block 1 WCtr Roof 1 W->EWind Line 23.50 42.00 1.5 Block 1 WCtr Roof MinW->EWind Line 23.50 42.00 27.2 Block 1 WR Roof 1 W->EWind Line 42.00 58.00 1.5 0.0 Block 1 WR Roof 1 W->EWind Line 42.00 58.00 1.5 0.0 Block 1 WR Roof MinW->EWind Line 42.00 58.00 27.2 0.0 Block 1 WR Roof MinW->EWind Line 42.00 58.00 27.2 0.0 Block 1 EWall 1 W->E Lee Line 2.00 8.50 29.1 Block 1 EWall MinW->E Lee Line 2.00 8.50 32.0 Block 1 EL Roof 1 W->E Lee Line 7.50 23.50 0.0 59.4 Block 1 EL Roof 1 W->E Lee Line 7.50 23.50 0.0 59.4 Block 1 EL Roof MinW->E Lee Line 7.50 23.50 0.0 27.2 Block 1 EL Roof MinW->E Lee Line 7.50 23.50 0.0 27.2 Block 1 EWall MinW->E Lee Line 8.50 57.00 32.0 Block 1 EWall 1 W->E Lee Line 8.50 57.00 29.1 Block 1 ECtr Roof MinW->E Lee Line 23.50 42.00 27.2 Block 1 ECtr Roof 1 W->E Lee Line 23.50 42.00 59.4 Block 1 ECtr Roof MinW->E Lee Line 23.50 42.00 27.2 Block 1 ECtr Roof 1 W->E Lee Line 23.50 42.00 59.4 Block 1 ER Roof MinW->E Lee Line 42.00 58.00 27.2 0.0 Block 1 ER Roof MinW->E Lee Line 42.00 58.00 27.2 0.0 Block 1 ER Roof 1 W->E Lee Line 42.00 58.00 59.4 0.0 Block 1 ER Roof 1 W->E Lee Line 42.00 58.00 59.4 0.0 Block 1 WWall 1 E->W Lee Line 2.00 6.00 29.1 Block 1 WWall MinE->W Lee Line 2.00 6.00 32.0 Block 1 WWall MinE->W Lee Line 6.00 57.00 32.0 Block 1 WWall 1 E->W Lee Line 6.00 57.00 29.1 Block 1 WL Roof 1 E->W Lee Line 14.62 21.75 -0.0 52.9 Block 1 WL Roof MinE->W Lee Line 14.62 21.75 -0.0 24.2 Block 1 WL Roof 1 E->W Lee Line 14.62 21.75 -0.0 52.9 Block 1 WL Roof MinE->W Lee Line 14.62 21.75 -0.0 24.2 Block 1 WL Roof MinE->W Lee Line 21.75 23.50 24.2 27.2 Block 1 WL Roof MinE->W Lee Line 21.75 23.50 24.2 27.2 Block 1 WL Roof 1 E->W Lee Line 21.75 23.50 52.9 59.4 Block 1 WL Roof 1 E->W Lee Line 21.75 23.50 52.9 59.4 Block 1 WCtr Roof 1 E->W Lee Line 23.50 42.00 59.4 Block 1 WCtr Roof MinE->W Lee Line 23.50 42.00 27.2 Block 1 WCtr Roof MinE->W Lee Line 23.50 42.00 27.2 Block 1 WCtr Roof 1 E->W Lee Line 23.50 42.00 59.4 Block 1 WR Roof MinE->W Lee Line 42.00 58.00 27.2 0.0 Block 1 WR Roof MinE->W Lee Line 42.00 58.00 27.2 0.0 Block 1 WR Roof 1 E->W Lee Line 42.00 58.00 59.4 0.0 Block 1 WR Roof 1 E->W Lee Line 42.00 58.00 59.4 0.0 Block 1 EWall MinE->WWind Line 2.00 8.50 32.0 Block 1 EWall 1 E->WWind Line 2.00 8.50 43.4 Block 1 EL Roof 1 E->WWind Line 7.50 23.50 0.0 1.5 Block 1 EL Roof MinE->WWind Line 7.50 23.50 0.0 27.2 Block 1 EL Roof 1 E->WWind Line 7.50 23.50 0.0 1.5 Block 1 EL Roof MinE->WWind Line 7.50 23.50 0.0 27.2 Block 1 EWall MinE->WWind Line 8.50 57.00 32.0 Block 1 EWall 1 E->WWind Line 8.50 57.00 43.4 Block 1 ECtr Roof MinE->WWind Line 23.50 42.00 27.2 Block 1 ECtr Roof 1 E->WWind Line 23.50 42.00 1.5 Block 1 ECtr Roof MinE->WWind Line 23.50 42.00 27.2 Block 1 ECtr Roof 1 E->WWind Line 23.50 42.00 1.5 Block 1 E R Roof Min E->W Wind Line 42.00 58.00 27.2 0.0 6 Page 119 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 E R Roof 1 E->W Wind Line 42.00 58.00 1.5 0.0 Block 1 ER Roof 1 E->WWind Line 42.00 58.00 1.5 0.0 Block 1 ER Roof MinE->WWind Line 42.00 58.00 27.2 0.0 Block 1 SL Roof 1 S->NWind Line -1.00 -0.75 0.0 0.2 Block 1 SL Roof MinS->NWind Line -1.00 -0.75 0.0 0.4 Block 1 SL Roof 1 S->NWind Line -1.00 -0.75 0.0 0.2 Block 1 SL Roof MinS->NWind Line -1.00 -0.75 0.0 0.4 Block 1 SL Roof MinS->NWind Line -0.75 0.00 0.4 Block 1 SL Roof 1 S->NWind Line -0.75 0.00 0.2 Block 1 SL Roof MinS->NWind Line -0.75 0.00 0.4 Block 1 SL Roof 1 S->NWind Line -0.75 0.00 0.2 Block 1 SWall MinS->NWind Line 0.00 6.25 32.0 Block 1 SWall 1 S->NWind Line 0.00 6.25 43.4 Block 1 SL Roof 1 S->NWind Line 0.00 6.13 0.2 -4.8 Block 1 SL Roof MinS->NWind Line 0.00 6.13 0.4 -10.0 Block 1 SL Roof 1 S->NWind Line 0.00 6.13 0.2 -4.8 Block 1 SL Roof MinS->NWind Line 0.00 6.13 0.4 -10.0 Block 1 SL Roof 1 S->NWind Line 6.13 9.87 -4.8 Block 1 SL Roof MinS->NWind Line 6.13 9.87 -10.0 Block 1 SL Roof MinS->NWind Line 6.13 9.87 -10.0 Block 1 SL Roof 1 S->NWind Line 6.13 9.87 -4.8 Block 1 SWall MinS->NWind Line 6.25 19.25 32.0 Block 1 SWall 1 S->NWind Line 6.25 19.25 43.4 Block 1 SL Roof MinS->NWind Line 9.87 15.00 -10.0 7.4 Block 1 SL Roof 1 S->NWind Line 9.87 15.00 -4.8 3.6 Block 1 SL Roof 1 S->NWind Line 9.87 15.00 -4.8 3.6 Block 1 SL Roof MinS->NWind Line 9.87 15.00 -10.0 7.4 Block 1 SWall 1 S->NWind Line 19.25 30.00 43.4 Block 1 SWall MinS->NWind Line 19.25 30.00 32.0 Block 1 SR Roof MinS->NWind Line 20.50 31.00 17.8 0.0 Block 1 SR Roof MinS->NWind Line 20.50 31.00 17.8 0.0 Block 1 SR Roof 1 S->NWind Line 20.50 31.00 8.6 0.0 Block 1 SR Roof 1 S->NWind Line 20.50 31.00 8.6 0.0 Block 1 NL Roof MinS->N Lee Line -1.00 15.00 0.0 27.2 Block 1 NL Roof 1 S->N Lee Line -1.00 15.00 0.0 59.4 Block 1 NL Roof MinS->N Lee Line -1.00 15.00 0.0 27.2 Block 1 NL Roof 1 S->N Lee Line -1.00 15.00 0.0 59.4 Block 1 NWall 1 S->N Lee Line 0.00 30.00 22.0 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 SL Roof 1 N->S Lee Line -1.00 -0.75 0.0 0.9 Block 1 SL Roof MinN->S Lee Line -1.00 -0.75 0.0 0.4 Block 1 SL Roof 1 N->S Lee Line -1.00 -0.75 0.0 0.9 Block 1 SL Roof MinN->S Lee Line -1.00 -0.75 0.0 0.4 Block 1 SL Roof 1 N->S Lee Line -0.75 0.00 0.9 Block 1 SL Roof MinN->S Lee Line -0.75 0.00 0.4 Block 1 SL Roof 1 N->S Lee Line -0.75 0.00 0.9 Block 1 SL Roof MinN->S Lee Line -0.75 0.00 0.4 Block 1 SWall MinN->S Lee Line 0.00 6.25 32.0 Block 1 SWall 1 N->S Lee Line 0.00 6.25 22.0 Block 1 SL Roof MinN->S Lee Line 0.00 6.13 0.4 -10.0 Block 1 SL Roof MinN->S Lee Line 0.00 6.13 0.4 -10.0 Block 1 SL Roof 1 N->S Lee Line 0.00 6.13 0.9 -21.8 Block 1 SL Roof 1 N->S Lee Line 0.00 6.13 0.9 -21.8 Block 1 SL Roof 1 N->S Lee Line 6.13 9.87 -21.8 Block 1 SL Roof MinN->S Lee Line 6.13 9.87 -10.0 Block 1 SL Roof MinN->S Lee Line 6.13 9.87 -10.0 Block 1 SL Roof 1 N->S Lee Line 6.13 9.87 -21.8 Block 1 SWall MinN->S Lee Line 6.25 19.25 32.0 Block 1 SWall 1 N->S Lee Line 6.25 19.25 22.0 Block 1 SL Roof 1 N->S Lee Line 9.87 15.00 -21.8 16.2 Block 1 SL Roof 1 N->S Lee Line 9.87 15.00 -21.8 16.2 Block 1 SL Roof MinN->S Lee Line 9.87 15.00 -10.0 7.4 Block 1 SL Roof MinN->S Lee Line 9.87 15.00 -10.0 7.4 Block 1 SWall 1 N->S Lee Line 19.25 30.00 22.0 Block 1 SWall MinN->S Lee Line 19.25 30.00 32.0 Block 1 SR Roof 1 N->S Lee Line 20.50 31.00 39.0 0.0 Block 1 SR Roof MinN->S Lee Line 20.50 31.00 17.8 0.0 Block 1 SR Roof MinN->S Lee Line 20.50 31.00 17.8 0.0 Block 1 SR Roof 1 N->S Lee Line 20.50 31.00 39.0 0.0 Block 1 NL Roof MinN->SWind Line -1.00 15.00 0.0 27.2 Block 1 NL Roof MinN->SWind Line -1.00 15.00 0.0 27.2 Block 1 NL Roof 1 N->SWind Line -1.00 15.00 0.0 13.1 Block 1 NL Roof 1 N->SWind Line -1.00 15.00 0.0 13.1 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 W L Roof Min W->E Wind Line 5.00 7.50 0.0 4.2 7 Page 120 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 W L Roof Min W->E Wind Line 5.00 7.50 0.0 4.2 Block 2 WL Roof 1 W->EWind Line 5.00 7.50 0.0 -1.1 Block 2 WL Roof 1 W->EWind Line 5.00 7.50 0.0 -1.1 Block 2 WCtr Roof 1 W->EWind Line 7.50 15.62 -1.1 Block 2 WCtr Roof 1 W->EWind Line 7.50 15.62 -1.1 Block 2 WCtr Roof MinW->EWind Line 7.50 15.62 4.2 Block 2 WCtr Roof MinW->EWind Line 7.50 15.62 4.2 Block 2 WR Roof MinW->EWind Line 15.62 18.13 4.2 0.0 Block 2 WR Roof 1 W->EWind Line 15.62 18.13 -1.1 0.0 Block 2 WR Roof MinW->EWind Line 15.62 18.13 4.2 0.0 Block 2 WR Roof 1 W->EWind Line 15.62 18.13 -1.1 0.0 Block 2 EL Roof 1 W->E Lee Line 5.00 7.50 0.0 9.1 Block 2 EL Roof MinW->E Lee Line 5.00 7.50 0.0 4.2 Block 2 EL Roof 1 W->E Lee Line 5.00 7.50 0.0 9.1 Block 2 EL Roof MinW->E Lee Line 5.00 7.50 0.0 4.2 Block 2 ECtr Roof MinW->E Lee Line 7.50 15.62 4.2 Block 2 ECtr Roof MinW->E Lee Line 7.50 15.62 4.2 Block 2 ECtr Roof 1 W->E Lee Line 7.50 15.62 9.1 Block 2 ECtr Roof 1 W->E Lee Line 7.50 15.62 9.1 Block 2 ER Roof 1 W->E Lee Line 15.62 18.13 9.1 0.0 Block 2 ER Roof MinW->E Lee Line 15.62 18.13 4.2 0.0 Block 2 ER Roof 1 W->E Lee Line 15.62 18.13 9.1 0.0 Block 2 ER Roof MinW->E Lee Line 15.62 18.13 4.2 0.0 Block 2 WL Roof 1 E->W Lee Line 5.00 7.50 0.0 9.1 Block 2 WL Roof MinE->W Lee Line 5.00 7.50 0.0 4.2 Block 2 WL Roof MinE->W Lee Line 5.00 7.50 0.0 4.2 Block 2 WL Roof 1 E->W Lee Line 5.00 7.50 0.0 9.1 Block 2 WCtr Roof 1 E->W Lee Line 7.50 15.62 9.1 Block 2 WCtr Roof MinE->W Lee Line 7.50 15.62 4.2 Block 2 WCtr Roof MinE->W Lee Line 7.50 15.62 4.2 Block 2 WCtr Roof 1 E->W Lee Line 7.50 15.62 9.1 Block 2 WR Roof MinE->W Lee Line 15.62 18.13 4.2 0.0 Block 2 WR Roof 1 E->W Lee Line 15.62 18.13 9.1 0.0 Block 2 WR Roof MinE->W Lee Line 15.62 18.13 4.2 0.0 Block 2 WR Roof 1 E->W Lee Line 15.62 18.13 9.1 0.0 Block 2 EL Roof 1 E->WWind Line 5.00 7.50 0.0 -1.1 Block 2 EL Roof 1 E->WWind Line 5.00 7.50 0.0 -1.1 Block 2 EL Roof MinE->WWind Line 5.00 7.50 0.0 4.2 Block 2 EL Roof MinE->WWind Line 5.00 7.50 0.0 4.2 Block 2 ECtr Roof 1 E->WWind Line 7.50 15.62 -1.1 Block 2 ECtr Roof MinE->WWind Line 7.50 15.62 4.2 Block 2 ECtr Roof 1 E->WWind Line 7.50 15.62 -1.1 Block 2 ECtr Roof MinE->WWind Line 7.50 15.62 4.2 Block 2 ER Roof 1 E->WWind Line 15.62 18.13 -1.1 0.0 Block 2 ER Roof MinE->WWind Line 15.62 18.13 4.2 0.0 Block 2 ER Roof MinE->WWind Line 15.62 18.13 4.2 0.0 Block 2 ER Roof 1 E->WWind Line 15.62 18.13 -1.1 0.0 Block 2 SL Roof MinS->NWind Line -0.75 5.25 0.0 -10.2 Block 2 SL Roof 1 S->NWind Line -0.75 5.25 0.0 -2.6 Block 2 SL Roof 1 S->NWind Line -0.75 5.25 0.0 -2.6 Block 2 SL Roof MinS->NWind Line -0.75 5.25 0.0 -10.2 Block 2 SL Roof 1 S->NWind Line 5.25 9.87 -2.6 Block 2 SL Roof 1 S->NWind Line 5.25 9.87 -2.6 Block 2 SL Roof MinS->NWind Line 5.25 9.87 -10.2 Block 2 SL Roof MinS->NWind Line 5.25 9.87 -10.2 Block 2 SR Roof MinS->NWind Line 9.87 12.75 -10.2 -0.4 Block 2 SR Roof MinS->NWind Line 9.87 12.75 -10.2 -0.4 Block 2 SR Roof 1 S->NWind Line 9.87 12.75 -2.6 -0.1 Block 2 SR Roof 1 S->NWind Line 9.87 12.75 -2.6 -0.1 Block 2 SR Roof MinS->NWind Line 12.75 20.25 -0.4 Block 2 SR Roof MinS->NWind Line 12.75 20.25 -0.4 Block 2 SR Roof 1 S->NWind Line 12.75 20.25 -0.1 Block 2 SR Roof 1 S->NWind Line 12.75 20.25 -0.1 Block 2 SR Roof MinS->NWind Line 20.25 20.50 -0.4 0.0 Block 2 SR Roof 1 S->NWind Line 20.25 20.50 -0.1 0.0 Block 2 SR Roof 1 S->NWind Line 20.25 20.50 -0.1 0.0 Block 2 SR Roof MinS->NWind Line 20.25 20.50 -0.4 0.0 Block 2 SL Roof 1 N->S Lee Line -0.75 5.25 0.0 21.9 Block 2 SL Roof 1 N->S Lee Line -0.75 5.25 0.0 21.9 Block 2 SL Roof MinN->S Lee Line -0.75 5.25 0.0 10.2 Block 2 SL Roof MinN->S Lee Line -0.75 5.25 0.0 10.2 Block 2 SL Roof MinN->S Lee Line 5.25 9.87 10.2 Block 2 SL Roof 1 N->S Lee Line 5.25 9.87 21.9 Block 2 SL Roof MinN->S Lee Line 5.25 9.87 10.2 Block 2 SL Roof 1 N->S Lee Line 5.25 9.87 21.9 Block 2 SR Roof MinN->S Lee Line 9.87 12.75 10.2 0.4 Block 2 S R Roof Min N->S Lee Line 9.87 12.75 10.2 0.4 8 Page 121 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 S R Roof 1 N->S Lee Line 9.87 12.75 21.9 0.9 Block 2 SR Roof 1 N->S Lee Line 9.87 12.75 21.9 0.9 Block 2 SR Roof MinN->S Lee Line 12.75 20.25 0.4 Block 2 SR Roof 1 N->S Lee Line 12.75 20.25 0.9 Block 2 SR Roof 1 N->S Lee Line 12.75 20.25 0.9 Block 2 SR Roof MinN->S Lee Line 12.75 20.25 0.4 Block 2 SR Roof 1 N->S Lee Line 20.25 20.50 0.9 0.0 Block 2 SR Roof 1 N->S Lee Line 20.25 20.50 0.9 0.0 Block 2 SR Roof MinN->S Lee Line 20.25 20.50 0.4 0.0 Block 2 SR Roof MinN->S Lee Line 20.25 20.50 0.4 0.0 Block 3 WL Roof 1 W->EWind Line 1.00 5.00 0.0 -1.7 Block 3 WL Roof MinW->EWind Line 1.00 5.00 0.0 6.8 Block 3 WL Roof MinW->EWind Line 1.00 5.00 0.0 6.8 Block 3 WL Roof 1 W->EWind Line 1.00 5.00 0.0 -1.7 Block 3 WCtr Roof 1 W->EWind Line 5.00 8.50 -1.7 Block 3 WCtr Roof MinW->EWind Line 5.00 8.50 6.8 Block 3 WCtr Roof 1 W->EWind Line 5.00 8.50 -1.7 Block 3 WCtr Roof MinW->EWind Line 5.00 8.50 6.8 Block 3 WR Roof MinW->EWind Line 8.50 12.50 6.8 0.0 Block 3 WR Roof 1 W->EWind Line 8.50 12.50 -1.7 0.0 Block 3 WR Roof MinW->EWind Line 8.50 12.50 6.8 0.0 Block 3 WR Roof 1 W->EWind Line 8.50 12.50 -1.7 0.0 Block 3 EL Roof 1 W->E Lee Line 1.00 5.00 0.0 14.5 Block 3 EL Roof 1 W->E Lee Line 1.00 5.00 0.0 14.5 Block 3 EL Roof MinW->E Lee Line 1.00 5.00 0.0 6.8 Block 3 EL Roof MinW->E Lee Line 1.00 5.00 0.0 6.8 Block 3 ECtr Roof 1 W->E Lee Line 5.00 8.50 14.5 Block 3 ECtr Roof MinW->E Lee Line 5.00 8.50 6.8 Block 3 ECtr Roof 1 W->E Lee Line 5.00 8.50 14.5 Block 3 ECtr Roof MinW->E Lee Line 5.00 8.50 6.8 Block 3 ER Roof MinW->E Lee Line 8.50 12.50 6.8 0.0 Block 3 ER Roof 1 W->E Lee Line 8.50 12.50 14.5 0.0 Block 3 ER Roof MinW->E Lee Line 8.50 12.50 6.8 0.0 Block 3 ER Roof 1 W->E Lee Line 8.50 12.50 14.5 0.0 Block 3 WL Roof MinE->W Lee Line 1.00 5.00 0.0 6.8 Block 3 WL Roof MinE->W Lee Line 1.00 5.00 0.0 6.8 Block 3 WL Roof 1 E->W Lee Line 1.00 5.00 0.0 14.5 Block 3 WL Roof 1 E->W Lee Line 1.00 5.00 0.0 14.5 Block 3 WCtr Roof MinE->W Lee Line 5.00 8.50 6.8 Block 3 WCtr Roof MinE->W Lee Line 5.00 8.50 6.8 Block 3 WCtr Roof 1 E->W Lee Line 5.00 8.50 14.5 Block 3 WCtr Roof 1 E->W Lee Line 5.00 8.50 14.5 Block 3 WR Roof 1 E->W Lee Line 8.50 12.50 14.5 0.0 Block 3 WR Roof MinE->W Lee Line 8.50 12.50 6.8 0.0 Block 3 WR Roof 1 E->W Lee Line 8.50 12.50 14.5 0.0 Block 3 WR Roof MinE->W Lee Line 8.50 12.50 6.8 0.0 Block 3 EL Roof 1 E->WWind Line 1.00 5.00 0.0 -1.7 Block 3 EL Roof 1 E->WWind Line 1.00 5.00 0.0 -1.7 Block 3 EL Roof MinE->WWind Line 1.00 5.00 0.0 6.8 Block 3 EL Roof MinE->WWind Line 1.00 5.00 0.0 6.8 Block 3 ECtr Roof MinE->WWind Line 5.00 8.50 6.8 Block 3 ECtr Roof 1 E->WWind Line 5.00 8.50 -1.7 Block 3 ECtr Roof MinE->WWind Line 5.00 8.50 6.8 Block 3 ECtr Roof 1 E->WWind Line 5.00 8.50 -1.7 Block 3 ER Roof 1 E->WWind Line 8.50 12.50 -1.7 0.0 Block 3 ER Roof 1 E->WWind Line 8.50 12.50 -1.7 0.0 Block 3 ER Roof MinE->WWind Line 8.50 12.50 6.8 0.0 Block 3 ER Roof MinE->WWind Line 8.50 12.50 6.8 0.0 Block 3 SL Roof 1 S->NWind Line 5.25 12.75 0.0 -3.3 Block 3 SL Roof MinS->NWind Line 5.25 12.75 0.0 -12.7 Block 3 SL Roof 1 S->NWind Line 5.25 12.75 0.0 -3.3 Block 3 SL Roof MinS->NWind Line 5.25 12.75 0.0 -12.7 Block 3 SR Roof 1 S->NWind Line 12.75 20.25 -3.3 0.0 Block 3 SR Roof MinS->NWind Line 12.75 20.25 -12.7 0.0 Block 3 SR Roof MinS->NWind Line 12.75 20.25 -12.7 0.0 Block 3 SR Roof 1 S->NWind Line 12.75 20.25 -3.3 0.0 Block 3 SL Roof 1 N->S Lee Line 5.25 12.75 0.0 27.2 Block 3 SL Roof 1 N->S Lee Line 5.25 12.75 0.0 27.2 Block 3 SL Roof MinN->S Lee Line 5.25 12.75 0.0 12.7 Block 3 SL Roof MinN->S Lee Line 5.25 12.75 0.0 12.7 Block 3 SR Roof 1 N->S Lee Line 12.75 20.25 27.2 0.0 Block 3 SR Roof MinN->S Lee Line 12.75 20.25 12.7 0.0 Block 3 SR Roof MinN->S Lee Line 12.75 20.25 12.7 0.0 Block 3 SR Roof 1 N->S Lee Line 12.75 20.25 27.2 0.0 9 Page 122 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 WINDSHEARLOADS(asenteredorgenerated)(continued) 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 20.75 48.0 Block 1 WWall 1 W->EWind Line 0.00 20.75 61.7 Block 1 WWall 1 W->EWind Line 2.00 6.00 41.3 Block 1 WWall MinW->EWind Line 2.00 6.00 32.0 Block 1 WWall MinW->EWind Line 3.00 5.00 48.0 Block 1 WWall 1 W->EWind Line 3.00 5.00 61.7 Block 1 WWall MinW->EWind Line 6.00 57.00 32.0 Block 1 WWall 1 W->EWind Line 6.00 57.00 41.3 Block 1 WWall 1 W->EWind Line 20.75 57.00 61.7 Block 1 WWall MinW->EWind Line 20.75 57.00 48.0 Block 1 EWall MinW->E Lee Line 0.00 5.00 48.0 Block 1 EWall 1 W->E Lee Line 0.00 5.00 43.7 Block 1 EWall 1 W->E Lee Line 2.00 8.50 29.1 Block 1 EWall MinW->E Lee Line 2.00 8.50 32.0 Block 1 EWall MinW->E Lee Line 3.00 45.00 48.0 Block 1 EWall 1 W->E Lee Line 3.00 45.00 43.7 Block 1 EWall 1 W->E Lee Line 8.50 57.00 29.1 Block 1 EWall MinW->E Lee Line 8.50 57.00 32.0 Block 1 EWall MinW->E Lee Line 45.00 57.00 48.0 Block 1 EWall 1 W->E Lee Line 45.00 57.00 43.7 Block 1 WWall 1 E->W Lee Line 0.00 20.75 43.7 Block 1 WWall MinE->W Lee Line 0.00 20.75 48.0 Block 1 WWall MinE->W Lee Line 2.00 6.00 32.0 Block 1 WWall 1 E->W Lee Line 2.00 6.00 29.1 Block 1 WWall MinE->W Lee Line 3.00 5.00 48.0 Block 1 WWall 1 E->W Lee Line 3.00 5.00 43.7 Block 1 WWall 1 E->W Lee Line 6.00 57.00 29.1 Block 1 WWall MinE->W Lee Line 6.00 57.00 32.0 Block 1 WWall MinE->W Lee Line 20.75 57.00 48.0 Block 1 WWall 1 E->W Lee Line 20.75 57.00 43.7 Block 1 EWall MinE->WWind Line 0.00 5.00 48.0 Block 1 EWall 1 E->WWind Line 0.00 5.00 61.7 Block 1 EWall MinE->WWind Line 2.00 8.50 32.0 Block 1 EWall 1 E->WWind Line 2.00 8.50 41.3 Block 1 EWall 1 E->WWind Line 3.00 45.00 61.7 Block 1 EWall MinE->WWind Line 3.00 45.00 48.0 Block 1 EWall MinE->WWind Line 8.50 57.00 32.0 Block 1 EWall 1 E->WWind Line 8.50 57.00 41.3 Block 1 EWall 1 E->WWind Line 45.00 57.00 61.7 Block 1 EWall MinE->WWind Line 45.00 57.00 48.0 Block 1 SWall 1 S->NWind Line -10.00 19.25 61.7 Block 1 SWall MinS->NWind Line -10.00 19.25 48.0 Block 1 SWall MinS->NWind Line 0.00 6.25 32.0 Block 1 SWall 1 S->NWind Line 0.00 6.25 41.3 Block 1 SWall MinS->NWind Line 6.25 19.25 32.0 Block 1 SWall 1 S->NWind Line 6.25 19.25 41.3 Block 1 SWall MinS->NWind Line 19.25 23.50 48.0 Block 1 SWall MinS->NWind Line 19.25 30.00 32.0 Block 1 SWall 1 S->NWind Line 19.25 30.00 41.3 Block 1 SWall 1 S->NWind Line 19.25 23.50 61.7 Block 1 SWall MinS->NWind Line 23.50 30.00 48.0 Block 1 SWall 1 S->NWind Line 23.50 30.00 61.7 Block 1 NWall 1 S->N Lee Line -10.00 0.00 32.9 Block 1 NWall MinS->N Lee Line -10.00 0.00 48.0 Block 1 NWall 1 S->N Lee Line 0.00 12.00 32.9 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NWall MinS->N Lee Line 0.00 12.00 48.0 Block 1 NWall 1 S->N Lee Line 0.00 30.00 22.0 Block 1 NWall 1 S->N Lee Line 12.00 30.00 32.9 Block 1 NWall MinS->N Lee Line 12.00 30.00 48.0 Block 1 SWall 1 N->S Lee Line -10.00 19.25 32.9 Block 1 SWall MinN->S Lee Line -10.00 19.25 48.0 Block 1 SWall 1 N->S Lee Line 0.00 6.25 22.0 Block 1 SWall MinN->S Lee Line 0.00 6.25 32.0 Block 1 SWall 1 N->S Lee Line 6.25 19.25 22.0 Block 1 SWall MinN->S Lee Line 6.25 19.25 32.0 Block 1 SWall 1 N->S Lee Line 19.25 23.50 32.9 Block 1 SWall 1 N->S Lee Line 19.25 30.00 22.0 Block 1 S Wall Min N->S Lee Line 19.25 23.50 48.0 10 Page 123 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 S Wall Min N->S Lee Line 19.25 30.00 32.0 Block 1 SWall MinN->S Lee Line 23.50 30.00 48.0 Block 1 SWall 1 N->S Lee Line 23.50 30.00 32.9 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 30.00 32.0 Block 1 NWall MinN->SWind Line 0.00 12.00 48.0 Block 1 NWall 1 N->SWind Line 0.00 12.00 61.7 Block 1 NWall 1 N->SWind Line 0.00 30.00 41.3 Block 1 NWall MinN->SWind Line 12.00 30.00 48.0 Block 1 NWall 1 N->SWind Line 12.00 30.00 61.7 Block 4 WL Roof MinW->EWind Line -1.00 10.38 0.0 19.3 Block 4 WL Roof 1 W->EWind Line -1.00 10.38 0.0 1.6 Block 4 WR Roof MinW->EWind Line 10.38 21.75 19.3 0.0 Block 4 WR Roof 1 W->EWind Line 10.38 21.75 1.6 0.0 Block 4 EL Gable MinW->E Lee Line 0.00 10.38 0.0 35.2 Block 4 EL Gable 1 W->E Lee Line 0.00 10.38 0.0 26.3 Block 4 EL Gable 1 W->E Lee Line 8.50 14.63 -0.0 -15.6 Block 4 EL Gable MinW->E Lee Line 8.50 14.63 -0.0 -20.8 Block 4 ER Gable MinW->E Lee Line 10.38 20.75 35.2 0.0 Block 4 ER Gable 1 W->E Lee Line 10.38 20.75 26.3 0.0 Block 4 ER Gable 1 W->E Lee Line 14.63 20.75 -15.6 -0.0 Block 4 ER Gable MinW->E Lee Line 14.63 20.75 -20.8 -0.0 Block 4 WL Roof 1 E->W Lee Line -1.00 10.38 0.0 41.7 Block 4 WL Roof MinE->W Lee Line -1.00 10.38 0.0 19.3 Block 4 WR Roof 1 E->W Lee Line 10.38 21.75 41.7 0.0 Block 4 WR Roof MinE->W Lee Line 10.38 21.75 19.3 0.0 Block 4 EL Gable 1 E->WWind Line 0.00 10.38 0.0 50.2 Block 4 EL Gable MinE->WWind Line 0.00 10.38 0.0 35.2 Block 4 EL Gable MinE->WWind Line 8.50 14.63 -0.0 -20.8 Block 4 EL Gable 1 E->WWind Line 8.50 14.63 -0.0 -29.4 Block 4 ER Gable MinE->WWind Line 10.38 20.75 35.2 0.0 Block 4 ER Gable 1 E->WWind Line 10.38 20.75 50.2 0.0 Block 4 ER Gable 1 E->WWind Line 14.63 20.75 -29.4 -0.0 Block 4 ER Gable MinE->WWind Line 14.63 20.75 -20.8 -0.0 Block 4 SL Roof 1 S->NWind Line -11.00 0.38 -0.0 -5.0 Block 4 SL Roof MinS->NWind Line -11.00 0.38 0.0 19.3 Block 4 SCtr Roof MinS->NWind Line 0.38 20.50 19.3 Block 4 SCtr Roof 1 S->NWind Line 0.38 20.50 -5.0 Block 4 NL Roof 1 S->N Lee Line -11.00 0.38 0.0 41.7 Block 4 NL Roof MinS->N Lee Line -11.00 0.38 0.0 19.3 Block 4 NL Roof 1 S->N Lee Line -1.00 6.13 -0.0 -26.1 Block 4 NL Roof MinS->N Lee Line -1.00 6.13 -0.0 -12.1 Block 4 NCtr Roof 1 S->N Lee Line 0.38 20.50 41.7 Block 4 NCtr Roof MinS->N Lee Line 0.38 20.50 19.3 Block 4 NCtr Roof 1 S->N Lee Line 6.13 20.50 -26.1 Block 4 NCtr Roof MinS->N Lee Line 6.13 20.50 -12.1 Block 4 SL Roof 1 N->S Lee Line -11.00 0.38 0.0 41.7 Block 4 SL Roof MinN->S Lee Line -11.00 0.38 0.0 19.3 Block 4 SCtr Roof 1 N->S Lee Line 0.38 20.50 41.7 Block 4 SCtr Roof MinN->S Lee Line 0.38 20.50 19.3 Block 4 NL Roof 1 N->SWind Line -11.00 0.38 -0.0 -5.0 Block 4 NL Roof MinN->SWind Line -11.00 0.38 0.0 19.3 Block 4 NL Roof MinN->SWind Line -1.00 6.13 0.0 12.1 Block 4 NL Roof 1 N->SWind Line -1.00 6.13 0.0 3.1 Block 4 NCtr Roof 1 N->SWind Line 0.38 20.50 -5.0 Block 4 NCtr Roof MinN->SWind Line 0.38 20.50 19.3 Block 4 NCtr Roof MinN->SWind Line 6.13 20.50 12.1 Block 4 NCtr Roof 1 N->SWind Line 6.13 20.50 3.1 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) 11 Page 124 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 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. 12 Page 125 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 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 7.50 58.00 240.0 240.0 E-W Roof Block 1 7 Line 7.50 58.00 240.0 240.0 E-W Roof Block 2 Line 5.00 8.50 159.4 159.4 E-W Roof Block 2 Line 5.00 8.50 159.4 159.4 E-W Roof Block 3 3 Line 1.00 6.00 112.5 112.5 E-W Roof Block 3 5 Line 1.00 6.00 112.5 112.5 N-S Roof Block 1 Line -1.00 31.00 378.8 378.8 N-S Roof Block 1 E Line -1.00 31.00 378.8 378.8 N-S Roof Block 2 Line -0.75 20.50 33.8 33.8 N-S Roof Block 2 Line -0.75 20.50 18.8 18.8 N-S Roof Block 3 Line 5.25 20.25 45.0 45.0 N-S Roof Block 3 Line 5.25 20.25 30.0 30.0 BothWall 2-1 n/a 2 Line 6.00 57.00 40.0 40.0 BothWall 3-1 n/a 3 Line 2.00 6.00 40.0 40.0 BothWall 5-1 n/a 5 Line 2.00 8.50 40.0 40.0 BothWall 7-1 n/a 7 Line 8.50 57.00 40.0 40.0 BothWall A-2 n/a Line 6.25 19.25 40.0 40.0 BothWall A-1 n/a Line 0.00 6.25 40.0 40.0 BothWall B-1 n/a Line 19.25 30.00 40.0 40.0 BothWall E-1 n/a E Line 0.00 30.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 4 1 Line -1.00 21.75 236.2 236.2 E-W Roof Block 4 Line -1.00 21.75 236.2 236.2 E-W L Gable Block 4 Line 0.00 10.38 44.0 0.0 E-W R Gable Block 4 Line 10.38 20.75 0.0 44.0 E-W Floor F1 n/a 1 Line 0.00 5.00 175.5 175.5 E-W Floor F2 n/a 1 Line 5.00 20.75 240.0 240.0 BothWall 2-1 n/a 2 Line 6.00 57.00 40.0 40.0 E-W Floor F3 n/a 2 Line 20.75 45.00 180.0 180.0 E-W Floor F4 n/a 2 Line 45.00 57.00 72.0 72.0 BothWall 3-1 n/a 3 Line 2.00 6.00 40.0 40.0 E-W Floor F4 n/a 4 Line 45.00 57.00 72.0 72.0 E-W Floor F1 n/a 5 Line 0.00 5.00 175.5 175.5 BothWall 5-1 n/a 5 Line 2.00 8.50 40.0 40.0 E-W Floor F5 n/a 6 Line 3.00 5.00 39.0 39.0 E-W Floor F5 n/a 7 Line 3.00 5.00 39.0 39.0 E-W Floor F2 n/a 7 Line 5.00 20.75 240.0 240.0 BothWall 7-1 n/a 7 Line 8.50 57.00 40.0 40.0 E-W Floor F3 n/a 7 Line 20.75 45.00 180.0 180.0 N-S Roof Block 4 A Line -11.00 20.50 170.6 170.6 N-S Roof Block 4 Line -11.00 20.50 170.6 170.6 N-S Floor F1 n/a A Line -10.00 0.00 124.5 124.5 N-S Floor F2 n/a A Line 0.00 12.00 342.0 342.0 N-S Floor F3 n/a A Line 12.00 19.25 270.0 270.0 BothWall A-2 n/a Line 6.25 19.25 40.0 40.0 N-S Floor F5 n/a Line 23.50 30.00 252.0 252.0 N-S Floor F4 n/a B Line 19.25 23.50 240.0 240.0 BothWall A-1 n/a Line 0.00 6.25 40.0 40.0 BothWall B-1 n/a Line 19.25 30.00 40.0 40.0 N-S Floor F1 n/a Line -10.00 0.00 124.5 124.5 13 Page 126 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 BUILDINGMASSES(continued) N-S Floor F3 n/a D Line 12.00 19.25 270.0 270.0 N-S Floor F4 n/a D Line 19.25 23.50 240.0 240.0 N-S Floor F5 n/a D Line 23.50 30.00 252.0 252.0 N-S Floor F2 n/a E Line 0.00 12.00 342.0 342.0 BothWall E-1 n/a E Line 0.00 30.00 40.0 40.0 BothWall 1-1 n/a 1 Line 0.00 20.75 45.0 45.0 BothWall 2-1 n/a 2 Line 20.75 57.00 45.0 45.0 BothWall 4-1 n/a 4 Line 45.00 57.00 45.0 45.0 BothWall 5-1 n/a 5 Line 0.00 5.00 45.0 45.0 BothWall 6-1 n/a 6 Line 3.00 5.00 45.0 45.0 BothWall 7-1 n/a 7 Line 3.00 45.00 45.0 45.0 BothWall A-1 n/a A Line -10.00 19.25 45.0 45.0 BothWall A-2 n/a Line 23.50 30.00 45.0 45.0 BothWall B-1 n/a B Line 19.25 23.50 45.0 45.0 BothWall C-2 n/a C Line 0.50 18.75 27.0 27.0 BothWall C-1 n/a Line -10.00 0.00 45.0 45.0 BothWall D-1 n/a D Line 12.00 16.25 45.0 45.0 BothWall D-2 n/a D Line 16.25 30.00 45.0 45.0 BothWall E-1 n/a E Line 0.00 12.00 45.0 45.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline that equivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserapplied area loadsonly 14 Page 127 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line 1.00 2.00 46.4 46.4 E-W Point 2.00 2.00 107 107 E-W Line 2.00 5.00 62.9 62.9 E-W Line 5.00 6.00 128.6 128.6 E-W Point 6.00 6.00 52 52 E-W Line 6.00 7.50 82.2 82.2 E-W Line 7.50 8.50 181.2 181.2 E-W Point 8.50 8.50 89 89 E-W Line 8.50 57.00 115.5 115.5 E-W Point 57.00 57.00 247 247 E-W Line 57.00 58.00 99.0 99.0 N-S Line -1.00 -0.75 156.2 156.2 N-S Line -0.75 0.00 167.0 167.0 N-S Point 0.00 0.00 421 421 N-S Line 0.00 5.25 183.5 183.5 N-S Line 5.25 6.25 199.0 199.0 N-S Point 6.25 6.25 33 33 N-S Line 6.25 19.25 199.0 199.0 N-S Point 19.25 19.25 54 54 N-S Line 19.25 20.25 199.0 199.0 N-S Line 20.25 20.50 183.5 183.5 N-S Line 20.50 30.00 172.7 172.7 N-S Point 30.00 30.00 400 400 N-S Line 30.00 31.00 156.2 156.2 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line -1.00 0.00 55.3 55.3 E-W Point 0.00 0.00 154 154 E-W Line 0.00 2.00 106.9 107.9 E-W Point 2.00 2.00 61 61 E-W Line 2.00 3.00 117.3 117.8 E-W Point 3.00 3.00 34 34 E-W Line 3.00 5.00 137.4 138.4 E-W Point 5.00 5.00 22 22 E-W Line 5.00 6.00 133.9 134.4 E-W Point 6.00 6.00 29 29 E-W Line 6.00 8.50 134.4 135.6 E-W Point 8.50 8.50 50 50 E-W Line 8.50 10.38 135.6 136.5 E-W Line 10.38 20.75 136.5 131.4 E-W Point 20.00 20.00 58 58 E-W Point 20.75 20.75 53 53 E-W Line 20.75 21.75 117.3 117.3 E-W Line 21.75 45.00 62.0 62.0 E-W Point 45.00 45.00 95 95 E-W Line 45.00 57.00 36.7 36.7 E-W Point 57.00 57.00 204 204 N-S Line -11.00 -10.00 39.9 39.9 N-S Point -10.00 -10.00 109 109 N-S Line -10.00 0.00 79.6 79.6 N-S Point 0.00 0.00 430 430 N-S Line 0.00 0.50 139.9 139.9 N-S Line 0.50 6.25 143.0 143.0 N-S Point 6.25 6.25 19 19 N-S Line 6.25 12.00 143.0 143.0 N-S Point 12.00 12.00 63 63 N-S Line 12.00 16.25 126.2 126.2 N-S Line 16.25 18.75 126.2 126.2 N-S Line 18.75 19.25 123.0 123.0 N-S Point 19.25 19.25 57 57 N-S Line 19.25 20.50 116.0 116.0 N-S Point 19.50 19.50 53 53 N-S Line 20.50 23.50 76.1 76.1 N-S Point 23.50 23.50 11 11 15 Page 128 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 SEISMICLOADS(continued) N-S Line 23.50 30.00 78.9 78.9 N-S Point 30.00 30.00 448 448 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. 16 Page 129 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 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). 17 Page 130 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 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 2 Both 16.1 - 333 -1.0 - 339 -339 7044 0.05 Line 2 Level 2 Ln2,Lev2 -S->N - - 750 - - - 339 - - 14596 - -N->S - - 745 - - - 339 - - 14596 - Wall2-1 2 S->N - - 750 -1.0 - 339 - - 14596 - 2 N->S - - 745 -1.0 - 339 - - 14596 - Seg. 1 -S->N 17.4 - 201 -1.0 - 339 -339 3904 0.05 -N->S 17.3 - 199 -1.0 - 339 -339 3904 0.05 Seg. 2 -S->N 17.4 - 157 -1.0 - 339 -339 3055 0.05 -N->S 17.3 - 156 -1.0 - 339 -339 3055 0.05 Seg. 3 -S->N 17.4 - 392 -1.0 - 339 -339 7638 0.05 -N->S 17.3 - 390 -1.0 - 339 -339 7638 0.05 Level 1 Ln2,Lev1 -S->N - - 2652 - - - 339 - - 7553 - -N->S - - 2918 - - - 339 - - 7553 - Wall2-1 2 S->N - - 2652 -1.0 - 339 - - 7553 - 2 N->S - - 2918 -1.0 - 339 - - 7553 - Seg. 1 -S->N 0.0 - 0 -1.0 - 339 -339 - - -N->S 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -S->N 119.2 - 2652 -1.0 - 339 -339 7553 0.35 -N->S 131.1 - 2918 -1.0 - 339 -339 7553 0.39 Seg. 3 -S->N 0.0 - 0 -1.0 - 339 -339 - - -N->S 0.0 - 0 -1.0 - 339 -339 - - Line 7 Level 2 Ln7,Lev2 -S->N - - 687 - - - 339 - - 6789 - -N->S - - 767 - - - 339 - - 6789 - Wall7-1 2 S->N - - 687 -1.0 - 339 - - 6789 - 2 N->S - - 767 -1.0 - 339 - - 6789 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -S->N 25.8 - 77 -.75 - 255 -255 764 0.10 -N->S 28.8 - 86 -.75 - 255 -255 764 0.11 Seg. 3 -S->N 34.4 - 610 -1.0 - 339 -339 6025 0.10 -N->S 38.3 - 681 -1.0 - 339 -339 6025 0.11 Level 1 Ln7,Lev1 -S->N - - 2169 - - - 339 - - 5856 - -N->S - - 2355 - - - 339 - - 5856 - Wall7-1 2 S->N - - 2169 -1.0 - 339 - - 5856 - 2 N->S - - 2355 -1.0 - 339 - - 5856 - Seg. 1 -S->N 0.0 - 0 -1.0 - 339 -339 - - -N->S 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -S->N 125.7 - 2169 -1.0 - 339 -339 5856 0.37 -N->S 136.5 - 2355 -1.0 - 339 -339 5856 0.40 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 2 LnA,Lev2 -W->E - - 1888 - - - 339 - - 4201 - -E->W - - 1801 - - - 339 - - 4201 - WallA-1 2 W->E 152.6 - 954 -1.0 - 339 -339 2122 0.45 2 E->W 145.5 - 910 -1.0 - 339 -339 2122 0.43 WallA-2 2 W->E - - 935 -1.0 - 339 - - 2079 - 2 E->W - - 891 -1.0 - 339 - - 2079 - Seg. 1 -W->E 133.5 - 467 -.88 - 297 -297 1040 0.45 -E->W 127.4 - 446 -.88 - 297 -297 1040 0.43 Seg. 2 -W->E 133.5 - 467 -.88 - 297 -297 1040 0.45 -E->W 127.4 - 446 -.88 - 297 -297 1040 0.43 Level 1 LnA,Lev1 -W->E - - 3079 - - - 832 - - 12527 - -E->W - - 3190 - - - 832 - - 12527 - WallA-1 1 W->E - - 1866 -1.0 - 832 - - 7491 - 1 E->W - - 1933 - 1.0 - 832 - - 7491 - 18 Page 131 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 SHEARRESULTS(flexiblewinddesign,continued) Seg. 1 -W->E 207.4 - 1866 - 1.0 - 832 - 832 7491 0.25 -E->W 214.8 - 1933 -1.0 - 832 -832 7491 0.26 Seg. 2 -Both 0.0 - 0 -1.0 - 832 -832 - - WallA-2 1 W->E - - 1213 -1.0 - 832 - - 5036 - 1 E->W - - 1257 -1.0 - 832 - - 5036 - Seg. 1 -W->E 269.6 82.9 607 -.90 - 749 -749 1686 0.36 -E->W 279.2 85.9 628 -.90 - 749 -749 1686 0.37 Open. 1 -W->E -419.9 840 - - - 832 -832 1665 0.50 -E->W -435.0 870 - - - 832 -832 1665 0.52 Seg. 2 -W->E 269.6 82.9 607 -.90 - 749 -749 1686 0.36 -E->W 279.2 85.9 628 -.90 - 749 -749 1686 0.37 Line C LnC,Lev1 -W->E - - 2411 - - - 339 - - 7194 - -E->W - - 2586 - - - 339 - - 7194 - WallC-1 2 W->E - - 619 -1.0 - 339 - - 1848 - 2 E->W - - 664 -1.0 - 339 - - 1848 - Seg. 1 -W->E 88.5 - 310 -.78 - 264 -264 924 0.34 -E->W 94.9 - 332 -.78 - 264 -264 924 0.36 Seg. 2 -W->E 88.5 - 310 -.78 - 264 -264 924 0.34 -E->W 94.9 - 332 -.78 - 264 -264 924 0.36 WallC-2 2 W->E - - 1792 -1.0 - 339 - - 5346 - 2 E->W - - 1921 -1.0 - 339 - - 5346 - Seg. 1 -W->E 113.8 - 1223 -1.0 - 339 -339 3649 0.34 -E->W 122.0 - 1311 -1.0 - 339 -339 3649 0.36 Seg. 2 -W->E 113.8 - 569 -1.0 - 339 -339 1697 0.34 -E->W 122.0 - 610 -1.0 - 339 -339 1697 0.36 Line D LnD,Lev1 -Both - - 1938 - - - 637 - - 2345 - WallD-2 3^Both - - 1938 -1.0 - 637 - - 2345 - Seg. 1 -Both 321.8 - 885 -.61 - 389 -389 1071 0.83 Seg. 2 -Both 351.0 - 1053 -.67 - 425 -425 1274 0.83 Line E Level 2 LnE,Lev2 -W->E - - 1870 - - - 339 - - 6450 - -E->W - - 1847 - - - 339 - - 6450 - WallE-1 2 W->E - - 1870 -1.0 - 339 - - 6450 - 2 E->W - - 1847 -1.0 - 339 - - 6450 - Seg. 1 -W->E 98.4 - 418 -1.0 - 339 -339 1443 0.29 -E->W 97.2 - 413 -1.0 - 339 -339 1443 0.29 Seg. 2 -W->E 98.4 - 1452 -1.0 - 339 -339 5007 0.29 -E->W 97.2 - 1434 -1.0 - 339 -339 5007 0.29 Seg. 3 -Both 0.0 - 0 -1.0 - 339 -339 - - Level 1 LnE,Lev1 -W->E - - 2503 - - - 832 - - 9988 - -E->W - - 2480 - - - 832 - - 9988 - WallE-1 1 W->E - - 2503 -1.0 - 832 - - 9988 - 1 E->W - - 2480 -1.0 - 832 - - 9988 - Seg. 1 -W->E 417.1 -52.1 1251 -1.0 - 832 -832 2497 0.50 -E->W 413.3 -51.7 1240 -1.0 - 832 -832 2497 0.50 Open. 1 -W->E -469.3 2816 - - - 832 -832 4994 0.56 -E->W -464.9 2790 - - - 832 -832 4994 0.56 Seg. 2 -W->E 417.1 -52.1 1251 -1.0 - 832 -832 2497 0.50 -E->W 413.3 -51.7 1240 -1.0 - 832 -832 2497 0.50 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. 19 Page 132 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 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. 20 Page 133 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 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 0.12 Min 146 146 LIMIT w/o 1500 0.10 1-1 R End -10.00 20.63 Min 146 146 LIMIT w/o 1500 0.10 Line 2 V Elem 0.00 6.13 1 143 143 Refer to upper level V Elem 0.00 17.38 1 142 142 Refer to upper level V Elem 0.00 20.63 1 144 144 Refer to upper level 2-1 R Op 1 0.00 28.13 1 1085 1085 STHD14 (8" S 3815 0.28 V Elem 0.00 29.38 1 143 143 Refer to upper level V Elem 0.00 34.63 1 141 141 Refer to upper level 2-1 L Op 2 0.00 50.13 1 1194 1194 STHD14 (8" S 3815 0.31 V Elem 0.00 56.88 1 140 140 Refer to upper level Line 7 7-1 R Op 1 30.00 27.88 1 1148 1148 STHD14 (8" S 3815 0.30 V Elem 30.00 31.38 1 225 225 Refer to upper level V Elem 30.00 34.13 1 251 251 Refer to upper level V Elem 30.00 39.38 1 279 279 Refer to upper level 7-1 R End 30.00 44.88 1 1247 1247 STHD14 (8" S 3815 0.33 V Elem 30.00 56.88 1 311 311 Refer to upper level Line A A-1 L End -9.87 0.00 1 1920 1920 N/A 30000 0.06 A-1 L Op 1 -1.12 0.00 1 1988 1988 N/A 30000 0.07 V Elem 0.12 0.00 1 1271 1271 Refer to upper level V Elem 6.13 0.00 1 1213 1213 Refer to upper level V Elem 6.38 0.00 1 1150 1150 Refer to upper level V Elem 9.63 0.00 1 1097 1097 Refer to upper level V Elem 15.88 0.00 1 1150 1150 Refer to upper level V Elem 19.12 0.00 1 1097 1097 Refer to upper level A-2 L End 23.63 3.00 1 1747 1747 STHD14 (8" S 3815 0.46 A-2 R End 29.88 3.00 1 1809 1809 STHD14 (8" S 3815 0.47 Line C C-1 L End -9.87 20.75 1 858 858 LIMIT w/o 1500 0.57 C-1 L Op 1 -6.62 20.75 1 920 920 LIMIT w/o 1500 0.61 C-1 R Op 1 -3.37 20.75 1 858 858 LIMIT w/o 1500 0.57 C-1 R End -0.12 20.75 1 920 920 LIMIT w/o 1500 0.61 C-2 L End 0.63 20.00 1 1048 1048 LIMIT w/o 1500 0.70 C-2 L Op 1 11.13 20.00 1 1124 1124 LIMIT w/o 1500 0.75 C-2 R Op 1 13.88 20.00 1 1078 1078 LIMIT w/o 1500 0.72 C-2 R End 18.63 20.00 1 1156 1156 LIMIT w/o 1500 0.77 Line D D-2 L End 16.38 45.00 1 3186 3186 STHD14 (8" S 3815 0.84 D-2 L Op 1 18.88 45.00 1 3186 3186 STHD14 (8" S 3815 0.84 D-2 R Op 1 27.13 45.00 1 3446 3446 STHD14 (8" S 3815 0.90 D-2 R End 29.88 45.00 1 3446 3446 STHD14 (8" S 3815 0.90 Line E E-1 L End 0.12 57.00 1 2754 2754 STHD14 (8" S 3815 0.72 V Elem 2.88 57.00 1 671 671 Refer to upper level V Elem 9.13 57.00 1 155 155 Refer to upper level V Elem 10.38 57.00 1 801 801 Refer to upper level E-1 R End 11.88 57.00 1 1899 1899 STHD14 (8" S 3815 0.50 V Elem 24.88 57.00 1 791 791 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 6.13 1 143 143 LIMIT w/o 1500 0.10 2-1 L Op 1 0.00 17.38 1 142 142 LIMIT w/o 1500 0.09 2-1 R Op 1 0.00 20.63 1 144 144 LIMIT w/o 1500 0.10 2-1 L Op 2 0.00 29.38 1 143 143 LIMIT w/o 1500 0.10 2-1 R Op 2 0.00 34.63 1 141 141 LIMIT w/o 1500 0.09 2-1 R End 0.00 56.88 1 140 140 LIMIT w/o 1500 0.09 Line 7 7-1 R Op 1 30.00 31.38 1 225 225 LIMIT w/o 1500 0.15 7-1 L Op 2 30.00 34.13 1 251 251 LIMIT w/o 1500 0.17 7-1 R Op 2 30.00 39.38 1 279 279 LIMIT w/o 1500 0.19 7-1 R End 30.00 56.88 1 311 311 LIMIT w/o 1500 0.21 Line A A-1 L End 0.12 6.00 1 1271 1271 MST48 3425 0.37 A-1 R End 6.13 6.00 1 1213 1213 MSTC48B3 3315 0.37 21 Page 134 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 Hold-DownandCompressionDesign(flexiblewinddesign,continued) A-2 L End 6.38 2.00 1 1150 1150 LIMIT w/o 1500 0.77 A-2 L Op 1 9.63 2.00 1 1097 1097 LIMIT w/o 1500 0.73 A-2 R Op 1 15.88 2.00 1 1150 1150 LIMIT w/o 1500 0.77 A-2 R End 19.12 2.00 1 1097 1097 LIMIT w/o 1500 0.73 Line E E-1 L End 0.12 57.00 1 837 837 LIMIT w/o 1500 0.56 E-1 L Op 1 4.13 57.00 1 826 826 LIMIT w/o 1500 0.55 E-1 R Op 1 10.38 57.00 1 801 801 LIMIT w/o 1500 0.53 E-1 L Op 2 24.88 57.00 1 791 791 LIMIT w/o 1500 0.53 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n–Position of studpack thathold-down isattached toorwhich isapplyingcompression force: VElem–Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView LoadCase–Resultsare forcritical loadcase: ASCE7AllHeights:Case1or2 fromFig. 27.3-8 ASCE7Low-rise:Windwardcorner(s)andCaseAorB fromFig. 28.3-1 ASCE7Minimum loads(27.1.5 / 28.3.4):"Min" TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection.Includes forces transferred fromupper levels. Shear–Overturningcomponent = Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.60;h = wallheight,beff=wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh/Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Uplift–Upliftwind load component, factored forASDby0.60 Cmb'd–SumofASD-factoredoverturning, dead and uplift forces.Mayalso include the uplift force t fromperforatedwalls fromSDPWS 4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing of end studpackonbottomplate Cap–Hold-downs:AllowableASD tension load fromdatabase;Compression:allowableASDbearing force=CtCMCbFcpA;A = crosssectional areaofendstuds.Refer toFramingmaterials table fordetails Crit.Resp.–CriticalResponse = CombinedASD force / AllowableASD tension load Notes: Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Mostsevereofwind load cases isusedforoverturningcalculation. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 22 Page 135 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 COLLECTORFORCES(flexiblewinddesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 2 2-1 Right Opening 1 0.00 28.00 -1303 1433 2-1 Left Opening 2 0.00 50.25 314 -346 Line 7 7-1 Right Opening 1 30.00 27.75 -1278 1388 Line A A-1 Left Opening 1 -1.00 0.00 1173-1215 A-2 Left Wall End 23.50 3.00 -713 738 A-2 Left Opening 1 25.75 3.00 -699 724 A-2 Right Opening 1 27.75 3.00 -13 14 A-2 Left Opening 1 25.75 3.00 420 435 A-2 Right Opening 1 27.75 3.00 420 435 Line C C-1 Left Opening 1 -6.50 20.75 99 -106 C-1 Right Opening 1 -3.50 20.75 -82 88 C-1 Right Wall End 0.00 20.75 17 -18 C-2 Left Wall End 0.50 20.00 -14 15 C-2 Left Opening 1 11.25 20.00 561 -602 C-2 Right Opening 1 13.75 20.00 411 -440 C-2 Right Wall End 18.75 20.00 678 -727 Line D D-2 Left Wall End 16.25 45.00 -1050 1050 D-2 Left Opening 1 19.00 45.00 -342 342 D-2 Right Opening 1 27.00 45.00 -859 859 Line E E-1 Left Opening 1 3.00 57.00 -782 775 E-1 Right Opening 1 9.00 57.00 782 -775 E-1 Left Opening 1 3.00 57.00 1408 1395 E-1 Right Opening 1 9.00 57.00 1408 1395 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 17.50 31 -31 2-1 Right Opening 1 0.00 20.50 -13 13 2-1 Left Opening 2 0.00 29.50 12 -12 2-1 Right Opening 2 0.00 34.50 -62 61 Line 7 7-1 Right Opening 1 30.00 31.25 -322 360 7-1 Left Opening 2 30.00 34.25 -287 321 7-1 Right Opening 2 30.00 39.25 -358 400 Line A A-2 Left Opening 1 9.75 2.00 465 -443 A-2 Right Opening 1 15.75 2.00 -124 118 Line E E-1 Left Opening 1 4.25 57.00 153 -151 E-1 Right Opening 1 10.25 57.00 -221 218 E-1 Left Opening 2 25.00 57.00 312 -308 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 23 Page 136 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 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 33281 1555.1 4804 4804 7607 15275 5628 5628 5628 5628 1 47338 1660.8 3878 3878 22896 14608 8006 8006 8006 8006 All 80619 -8682 8682 - - - - - - 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. 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 = 0.956,butV1 / Vr1 = 0.594,so theweakstory ispermitted. 24 Page 137 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 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 2 Both 18.5 - 383 -1.0 - 242 -242 5031 0.08 Line 2 Level 2 Ln2,Lev2 -Both - - 2450 - - - 242 - - 10426 - Wall2-1 2 Both - - 2450 -1.0 - 242 - - 10426 - Seg. 1 -Both 57.0 - 655 -1.0 - 242 -242 2788 0.24 Seg. 2 -Both 57.0 - 513 -1.0 - 242 -242 2182 0.24 Seg. 3 -Both 57.0 - 1282 -1.0 - 242 -242 5455 0.24 Level 1 Ln2,Lev1 -Both - - 4478 - - - 242 - - 5395 - Wall2-1 2 Both - - 4478 -1.0 - 242 - - 5395 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 201.3 - 4478 -1.0 - 242 -242 5395 0.83 Seg. 3 -Both 0.0 - 0 -1.0 - 242 -242 - - Line 7 Level 2 Ln7,Lev2 -Both - - 2354 - - - 242 - - 4849 - Wall7-1 2 Both - - 2354 -1.0 - 242 - - 4849 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 88.3 - 265 -.75 - 182 -182 546 0.49 Seg. 3 -Both 117.7 - 2089 -1.0 - 242 -242 4304 0.49 Level 1 Ln7,Lev1 -Both - - 3821 - - - 242 - - 4183 - Wall7-1 2^Both - - 3821 -1.0 - 242 - - 4183 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 221.5 - 3821 -1.0 - 242 -242 4183 0.91 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 2 LnA,Lev2 -Both - - 2382 - - - 242 - - 3000 - WallA-1 2 Both 192.5 - 1203 -1.0 - 242 -242 1515 0.79 WallA-2 2 Both - - 1179 -1.0 - 242 - - 1485 - Seg. 1 -Both 168.4 - 589 -.88 - 212 -212 743 0.79 Seg. 2 -Both 168.4 - 589 -.88 - 212 -212 743 0.79 Level 1 LnA,Lev1 -Both - - 3576 - - - 595 - - 8948 - WallA-1 1^Both - - 2167 -1.0 - 595 - - 5351 - Seg. 1 -Both 240.8 - 2167 -1.0 - 595 -595 5351 0.40 Seg. 2 -Both 0.0 - 0 -1.0 - 595 -595 - - WallA-2 1 Both - - 1409 -1.0 - 595 - - 3597 - Seg. 1 -Both 313.0 96.3 704 -.90 - 535 -535 1204 0.58 Open. 1 -Both -487.6 975 - - - 595 -595 1189 0.82 Seg. 2 -Both 313.0 96.3 704 -.90 - 535 -535 1204 0.58 Line C LnC,Lev1 -Both - - 1627 - - - 242 - - 5139 - WallC-1 2 Both - - 418 -1.0 - 242 - - 1320 - Seg. 1 -Both 59.7 - 209 -.78 - 189 -189 660 0.32 Seg. 2 -Both 59.7 - 209 -.78 - 189 -189 660 0.32 WallC-2 2 Both - - 1209 -1.0 - 242 - - 3819 - Seg. 1 -Both 76.8 - 825 -1.0 - 242 -242 2606 0.32 Seg. 2 -Both 76.8 - 384 -1.0 - 242 -242 1212 0.32 Line D LnD,Lev1 -Both - - 760 - - - 455 - - 1675 - WallD-2 3 Both - - 760 -1.0 - 455 - - 1675 - Seg. 1 -Both 126.2 - 347 -.61 - 278 -278 765 0.45 Seg. 2 -Both 137.7 - 413 -.67 - 303 -303 910 0.45 Line E Level 2 LnE,Lev2 -Both - - 2422 - - - 242 - - 4607 - WallE-1 2 Both - - 2422 -1.0 - 242 - - 4607 - Seg. 1 -Both 127.5 - 542 -1.0 - 242 -242 1030 0.53 Seg. 2 -Both 127.5 - 1880 -1.0 - 242 -242 3576 0.53 Seg. 3 -Both 0.0 - 0 -1.0 - 242 -242 - - Level 1 LnE,Lev1 -Both - - 2719 - - - 595 - - 7134 - 25 Page 138 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 SHEARRESULTS(flexibleseismicdesign,continued) WallE-1 1 Both - - 2719 - 1.0 - 595 - - 7134 - Seg. 1 -Both 453.1 -56.6 1359 -1.0 - 595 -595 1784 0.76 Open. 1 -Both -509.8 3059 - - - 595 -595 3567 0.86 Seg. 2 -Both 453.1 -56.6 1359 -1.0 - 595 -595 1784 0.76 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. 26 Page 139 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 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 0.12 168 168 LIMIT w/o 1500 0.11 1-1 R End -10.00 20.63 168 168 LIMIT w/o 1500 0.11 Line 2 V Elem 0.00 6.13 466 466 Refer to upper level V Elem 0.00 17.38 466 466 Refer to upper level V Elem 0.00 20.63 469 469 Refer to upper level 2-1 R Op 1 0.00 28.13 1832 1832 STHD14 (8" S 3815 0.48 V Elem 0.00 29.38 469 469 Refer to upper level V Elem 0.00 34.63 461 461 Refer to upper level 2-1 L Op 2 0.00 50.13 1832 1832 STHD14 (8" S 3815 0.48 V Elem 0.00 56.88 461 461 Refer to upper level Line 7 7-1 R Op 1 30.00 27.88 2023 2023 STHD14 (8" S 3815 0.53 V Elem 30.00 31.38 770 770 Refer to upper level V Elem 30.00 34.13 770 770 Refer to upper level V Elem 30.00 39.38 955 955 Refer to upper level 7-1 R End 30.00 44.88 2023 2023 STHD14 (8" S 3815 0.53 V Elem 30.00 56.88 955 955 Refer to upper level Line A A-1 L End -9.87 0.00 2229 2229 N/A 30000 0.07 A-1 L Op 1 -1.12 0.00 2229 2229 N/A 30000 0.07 V Elem 0.12 0.00 1604 1604 Refer to upper level V Elem 6.13 0.00 1604 1604 Refer to upper level V Elem 6.38 0.00 1451 1451 Refer to upper level V Elem 9.63 0.00 1451 1451 Refer to upper level V Elem 15.88 0.00 1451 1451 Refer to upper level V Elem 19.12 0.00 1451 1451 Refer to upper level A-2 L End 23.63 3.00 2028 2028 STHD14 (8" S 3815 0.53 A-2 R End 29.88 3.00 2028 2028 STHD14 (8" S 3815 0.53 Line C C-1 L End -9.87 20.75 579 579 LIMIT w/o 1500 0.39 C-1 L Op 1 -6.62 20.75 579 579 LIMIT w/o 1500 0.39 C-1 R Op 1 -3.37 20.75 579 579 LIMIT w/o 1500 0.39 C-1 R End -0.12 20.75 579 579 LIMIT w/o 1500 0.39 C-2 L End 0.63 20.00 708 708 LIMIT w/o 1500 0.47 C-2 L Op 1 11.13 20.00 708 708 LIMIT w/o 1500 0.47 C-2 R Op 1 13.88 20.00 727 727 LIMIT w/o 1500 0.48 C-2 R End 18.63 20.00 727 727 LIMIT w/o 1500 0.48 Line D D-2 L End 16.38 45.00 1250 1250 STHD14 (8" S 3815 0.33 D-2 L Op 1 18.88 45.00 1250 1250 STHD14 (8" S 3815 0.33 D-2 R Op 1 27.13 45.00 1352 1352 STHD14 (8" S 3815 0.35 D-2 R End 29.88 45.00 1352 1352 STHD14 (8" S 3815 0.35 Line E E-1 L End 0.12 57.00 3166 3166 STHD14 (8" S 3815 0.83 V Elem 2.88 57.00 880 880 Refer to upper level V Elem 9.13 57.00 203 203 Refer to upper level V Elem 10.38 57.00 1037 1037 Refer to upper level E-1 R End 11.88 57.00 2082 2082 STHD14 (8" S 3815 0.55 V Elem 24.88 57.00 1037 1037 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 6.13 466 466 LIMIT w/o 1500 0.31 2-1 L Op 1 0.00 17.38 466 466 LIMIT w/o 1500 0.31 2-1 R Op 1 0.00 20.63 469 469 LIMIT w/o 1500 0.31 2-1 L Op 2 0.00 29.38 469 469 LIMIT w/o 1500 0.31 2-1 R Op 2 0.00 34.63 461 461 LIMIT w/o 1500 0.31 2-1 R End 0.00 56.88 461 461 LIMIT w/o 1500 0.31 Line 7 7-1 R Op 1 30.00 31.38 770 770 LIMIT w/o 1500 0.51 7-1 L Op 2 30.00 34.13 770 770 LIMIT w/o 1500 0.51 7-1 R Op 2 30.00 39.38 955 955 LIMIT w/o 1500 0.64 7-1 R End 30.00 56.88 955 955 LIMIT w/o 1500 0.64 Line A A-1 L End 0.12 6.00 1604 1604 MST48 3425 0.47 A-1 R End 6.13 6.00 1604 1604 MSTC48B3 3315 0.48 27 Page 140 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) A-2 L End 6.38 2.00 1451 1451 LIMIT w/o 1500 0.97 A-2 L Op 1 9.63 2.00 1451 1451 LIMIT w/o 1500 0.97 A-2 R Op 1 15.88 2.00 1451 1451 LIMIT w/o 1500 0.97 A-2 R End 19.12 2.00 1451 1451 LIMIT w/o 1500 0.97 Line E E-1 L End 0.12 57.00 1083 1083 LIMIT w/o 1500 0.72 E-1 L Op 1 4.13 57.00 1083 1083 LIMIT w/o 1500 0.72 E-1 R Op 1 10.38 57.00 1037 1037 LIMIT w/o 1500 0.69 E-1 L Op 2 24.88 57.00 1037 1037 LIMIT w/o 1500 0.69 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n–Position of studpack thathold-down isattached to: VElem–Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection.Includes forces transferred fromupper levels. Shear–Overturningcomponent =Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.70;h = wallheight , beff=wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh/Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Ev–Verticalseismic loadeffect fromASCE712.4.2.2 = -0.2SdsxASD factorxunfactoredD = 0.233SDSx factoredD.Refer toSeismic Information table formoredetails. Cmb'd–SumofASD-factoredoverturning, dead and verticalseismic forces.Mayalso include the uplift force t fromperforatedwalls from SDPWS4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing of end studpackonbottomplate Cap–Hold-downs:AllowableASD tension load fromdatabase;Compression:AllowableASDbearing force=CtCMCbFcpA;A = crosssectional areaofendstuds.Refer toFramingmaterials table fordetails. Crit.Resp.–CriticalResponse = CombinedASD force/AllowableASD tension load Notes: CombinedforcefromASCE72.4.1 loadcombination10 = -(0.6D-0.7Ev+0.7Eh);Eh(from12.4.2.1) = -shearoverturningforce Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 28 Page 141 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 2 Shearline force 6636 6636 2-1 Right Opening 1 0.00 28.00 -3260 3260 2-1 Left Opening 2 0.00 50.25 786 -786 Line 7 Shearline force 5383 5383 7-1 Right Opening 1 30.00 27.75 -3172 3172 Line A Shearline force 4846 4846 A-1 Left Opening 1 -1.00 0.00 1847-1847 A-2 Left Wall End 23.50 3.00 -1122 1122 A-2 Left Opening 1 25.75 3.00 -1100 1100 A-2 Right Opening 1 27.75 3.00 -21 21 A-2 Left Opening 1 25.75 3.00 488 488 A-2 Right Opening 1 27.75 3.00 488 488 Line C Shearline force 3360 3360 C-1 Left Opening 1 -6.50 20.75 138 -138 C-1 Right Opening 1 -3.50 20.75 -114 114 C-1 Right Wall End 0.00 20.75 23 -23 C-2 Left Wall End 0.50 20.00 -19 19 C-2 Left Opening 1 11.25 20.00 782 -782 C-2 Right Opening 1 13.75 20.00 572 -572 C-2 Right Wall End 18.75 20.00 945 -945 Line D Shearline force 1569 1569 D-2 Left Wall End 16.25 45.00 -850 850 D-2 Left Opening 1 19.00 45.00 -277 277 D-2 Right Opening 1 27.00 45.00 -696 696 Line E Shearline force 3035 3035 E-1 Left Opening 1 3.00 57.00 -948 948 E-1 Right Opening 1 9.00 57.00 948 -948 E-1 Left Opening 1 3.00 57.00 1529 1529 E-1 Right Opening 1 9.00 57.00 1529 1529 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 2 Shearline force 2871 2871 2-1 Left Opening 1 0.00 17.50 120 -120 2-1 Right Opening 1 0.00 20.50 -48 48 2-1 Left Opening 2 0.00 29.50 46 -46 2-1 Right Opening 2 0.00 34.50 -236 236 Line 7 Shearline force 2758 2758 7-1 Right Opening 1 30.00 31.25 -1294 1294 7-1 Left Opening 2 30.00 34.25 -1154 1154 7-1 Right Opening 2 30.00 39.25 -1438 1438 Line A Shearline force 2791 2791 A-2 Left Opening 1 9.75 2.00 687 -687 A-2 Right Opening 1 15.75 2.00 -183 183 Line E Shearline force 2838 2838 E-1 Left Opening 1 4.25 57.00 233 -233 E-1 Right Opening 1 10.25 57.00 -335 335 E-1 Left Opening 2 25.00 57.00 473 -473 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. 29 Page 142 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(3-CAR)(B).wswu Oct. 18, 2024 14:12:03 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 30 Page 143 of 201 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24,202414:33:48 -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' F-1 A-1 A-2 B-1 E-1 C-1 E-2 D-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 144 of 201 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24,202414:33:48 -10'-5'0'5'10'15'20'25'30'35'40'45' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' F-1 A-2 A-1 B-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 145 of 201 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24,202414:34:04 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 0.209s 0.209s ApproximateTa 0.209s 0.209s Maximum T 0.292s 0.292s 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 146 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 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 8.50 North Hip 23.0 1.00 ExtentX,Y =30.00 48.50 South Hip 23.0 1.00 RidgeXLocation,Offset 15.00 0.00 East Side 23.0 1.00 RidgeElevation,Height 26.39 6.37 West Side 23.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =0.25 6.00 North Joined 157.0 1.00 ExtentX,Y =19.25 2.50 South Hip 23.0 1.00 RidgeXLocation,Offset 9.87 0.00 East Side 23.0 1.00 RidgeElevation,Height 24.11 4.09 West Side 23.0 1.00 Block 3 2 Story N-S Ridge LocationX,Y =6.25 2.00 North Joined 157.0 1.00 ExtentX,Y =13.00 4.00 South Hip 23.0 1.00 RidgeXLocation,Offset 12.75 0.00 East Side 23.0 1.00 RidgeElevation,Height 22.78 2.76 West Side 23.0 1.00 Block 4 1 Story E-W Ridge LocationX,Y =-10.00 0.00 North Side 23.0 1.00 ExtentX,Y =29.50 40.50 South Side 23.0 1.00 RidgeYLocation,Offset 20.25 0.00 East Gable 90.0 1.00 RidgeElevation,Height 28.62 8.60 West Hip 23.0 1.00 2 Page 147 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in lbs/in in in 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 2 12 Y 1,2,3 2 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 6 12 Y 1,3 3 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 3 12 Y 1,2,3 4 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 4 12 Y 1,2,3 Legend: Grp–WallDesignGroupnumber,usedtoreferencewall inother tables(createdbyprogram) Surf–Exterioror interiorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.3C Thick–Nominalpanel thickness GU-Gypsumunderlay thickness Ply–Numberofplies(or layers) inconstructionofplywoodsheets Or–Orientation of longerdimension of sheathingpanelsor lumberplanks.Dbl. = Doublediagonal. Gvtv–Shearstiffness in lb/in.ofdepth fromSDPWSTablesC4.2.3A-B Type–Fastener type fromSDPWSTables4.3A-D: Common:commonwirenail;Box:galvanizedboxnail;Casing:casing nail;Roof:galvanizedroofingnail;Cooler:coolernail;WBoard:wallboard nail;Screw:drywallscrew;Gauge:nailmeasuredbygauge;Galv:galvanizedgaugenail;GWB:Gypsumwallboardbluednail Size-FromTables4.3A-DandTableA1;shown inWall Input fastenerdropdown Commonnails:6d = 0.113x2”,8d = 0.131x2.5”,10d =0.148x3”,12d = 0.148x3.5” Boxorcasing nails:6d = 0.099x2”,8d = 0.113x2.5”,10d =0.128x3”,12d = 0.126x3.5” Gauge,roofingandGWBnails:13ga= 0.92”x1-1/8”;11ga = 0.120”x1-1/8”(GWBnail forgypsum lath&plaster),1-1/4”(gyp.L&P),1-1/2” (wire lath&plaster,1/2” fiberboard ,1/2”GWB),1-3/4”(GSB,5/8”GWB,25/32” fiberboard,2-plyGWBbase),2-3/8”(2-plyGWB face) Coolerorwallboardnail:5d = .086”x1-5/8”;6d = .092”x1-7/8”;8d = .113”x2-3/8”;6/8d = 6dbaseply,8d faceply for2-plyGWB. Drywallscrews:No.6,1-1/4” long. RS–Ring-shanknails(non-shearwallsonly),with increasedwithdrawalcapacityasperNDS12.2.3.2. Eg–Paneledge fastenerspacing.For lumbersheathing,no.ofnailsperboardatshearwallboundary.For2-plyGWB,spacing of all nails inface ply. Fd–Fieldspacing interior topanels.For lumbersheathing,no.ofnailsperboardat interiorstuds.For2-plyGWB,spacing of all nails in faceply. Bk–Sheathing isnailed toblocking at allpaneledges;Y(es)orN(o) ApplyNotes–Notesbelow table legendwhichapply tosheathingside Notes: 1.Capacityhasbeenreducedforframingspecificgravityaccording toSDPWSTable4.3ANote3.Afactorof0.93 isappliedforHem.-Firframing and 0.92forS.-P.-F.ForothermaterialswithspecificgravityG less than0.5, it isG + 0.5. 2.Framing at adjoining panel edgesmustbe3"nominalorwiderwithstaggerednailingaccording toSDPWS4.3.7.1(5) 3.Shearcapacityforcurrentdesign hasbeen increased to thevaluefor15/32"sheathingwithsamenailingbecausestudspacing is16"max.or panelorientation ishorizontal.SeeSDPWSTable4.3ANote2. FRAMINGMATERIALSandSTANDARDWALLbyWALLGROUP Wall Species Grade b d Spcg SG E Fcp StandardWall Grp in in in psi^6 1 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 2 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 3 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 4 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 Legend: WallGrp–WallDesignGroup b–Studbreadth(thickness) d–Studdepth(width) Spcg–Maximum on-centrespacing of studs fordesign, actualspacing maybe less. SG–Specificgravity E–Modulusofelasticity StandardWall-Standardwalldesignedasgroup. Fcp-Compressivestrengthperpendicular tograin Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. Thefollowingfactorsareapplied toFcpforcompressivedesign and deformationunderwallsegmentendstuds : BearingareafactorCbfromNDS3.10.4,underwindowopenings. 3 Page 148 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 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 2 -10.00 0.00 40.50 40.50 40.25 -9.00 -- Wall 1-1 Seg 2 -10.00 0.00 40.50 40.50 40.25 0.22 - 22 Line 2 Level 2 Line 2 2 0.00 6.00 57.00 51.00 44.00 -8.00 -- Wall 2-1 Seg 2 0.00 6.00 57.00 51.00 44.00 -- 22 Segment 1 --6.00 17.50 11.50 11.25 0.70 - 22 Opening 1 --17.50 20.50 3.00 --5.00 22 Segment 2 --20.50 33.25 12.75 12.50 0.63 - 22 Opening 2 --33.25 37.25 4.00 --5.00 22 Segment 3 --37.25 57.00 19.75 19.50 0.41 - 22 Level 1 Line 2 0.00 6.00 57.00 51.00 0.00 -9.00 -- Wall 2-1 NSW 0.00 40.50 57.00 16.50 0.00 -- 22 Segment 1 --40.50 50.25 9.75 --- 22 Opening 1 --50.25 55.25 5.00 --5.00 22 Segment 2 --55.25 57.00 1.75 --- 22 Line 3 Level 2 Line 3 NSW 6.25 2.00 6.00 4.00 0.00 -8.00 -- Wall 3-1 NSW 6.25 2.00 6.00 4.00 0.00 1.00 - 22 Line 4 Level 1 Line 4 NSW 12.00 45.00 57.00 12.00 0.00 -9.00 -- Wall 4-1 NSW 12.00 45.00 57.00 12.00 0.00 1.00 - 22 Line 5 Level 2 Line 5 NSW 19.25 0.00 8.50 8.50 0.00 -8.00 -- Wall 5-1 NSW 19.25 2.00 8.50 6.50 0.00 1.00 - 22 Level 1 Line 5 NSW 19.25 0.00 8.50 8.50 0.00 -9.00 -- Wall 5-1 NSW 19.25 0.00 5.00 5.00 0.00 1.00 - 22 Line 6 Level 1 Line 6 NSW 23.50 3.00 5.00 2.00 0.00 -9.00 -- Wall 6-1 NSW 23.50 3.00 5.00 2.00 0.00 1.00 - 22 Line 7 Level 2 Line 7 2 30.00 8.50 57.00 48.50 20.75 -8.00 -- Wall 7-1 Seg 2 30.00 8.50 57.00 48.50 20.75 -- 22 Segment 1 --8.50 9.50 1.00 -8.00 - 22 Opening 1 --9.50 31.25 21.75 --5.00 22 Segment 2 --31.25 34.25 3.00 2.75 2.67 - 22 Opening 2 --34.25 39.25 5.00 --5.00 22 Segment 3 --39.25 57.00 17.75 17.50 0.45 - 22 Level 1 Line 7 4 30.00 3.00 45.00 42.00 17.25 -9.00 -- Wall 7-1 Seg 4 30.00 3.00 45.00 42.00 17.25 -- 22 Segment 1 --3.00 4.00 1.00 -9.00 - 22 Opening 1 --4.00 27.75 23.75 --5.00 22 Segment 2 --27.75 45.00 17.25 17.00 0.52 - 22 East-west Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft]W E Line A Level 2 Line A 2 3.30 0.00 19.25 19.25 13.25 -8.00 -- Wall A-1 Seg 2 6.00 0.00 6.25 6.25 6.00 1.28 - 22 Wall A-2 Seg 2 2.00 6.25 19.25 13.00 7.00 -- 22 Segment 1 --6.25 9.75 3.50 3.25 2.29 - 22 Opening 1 --9.75 15.75 6.00 --4.50 22 Segment 2 --15.75 19.25 3.50 3.25 2.29 - 22 Level 1 Line A 1 0.55 -10.00 30.00 40.00 15.50 -9.00 -- Wall A-1 Seg 1 0.00 -10.00 19.25 29.25 9.00 -- 22 Segment 1 ---10.00 -1.00 9.00 8.75 1.00 - 22 Opening 1 ---1.00 18.00 19.00 --5.00 22 Segment 2 --18.00 19.25 1.25 -7.20 -2 2 4 Page 149 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Wall A-2 FT 1 3.00 23.50 30.00 6.50 6.50 --2 2 Segment 1 --23.50 25.75 2.25 -2.22 - -- Opening 1 --25.75 27.75 2.00 --5.00 -- Segment 2 --27.75 30.00 2.25 -2.22 - -- Line B Level 2 Line B NSW 5.00 19.25 30.00 10.75 0.00 -8.00 -- Wall B-1 NSW 8.50 19.25 30.00 10.75 0.00 1.00 - 22 Level 1 Line B NSW 5.00 19.25 30.00 10.75 0.00 -9.00 -- Wall B-1 NSW 5.00 19.25 23.50 4.25 0.00 1.00 - 22 Line C Level 1 Line C 2 20.00 -10.00 30.00 40.00 25.75 -9.00 -- Wall C-1 Seg 2 20.00 -9.50 18.75 28.25 25.75 -- 22 Segment 1 ---9.50 11.25 20.75 20.50 0.43 - 22 Opening 1 --11.25 13.75 2.50 --5.00 22 Segment 2 --13.75 18.75 5.00 4.75 1.80 - 22 Line D Level 1 Line D NSW 40.50 -10.00 0.00 10.00 0.00 -9.00 -- Wall D-1 NSW 40.50 -10.00 0.00 10.00 0.00 0.90 - 22 Line E Level 1 Line E 3 45.00 0.00 30.00 30.00 5.75 -9.00 -- Wall E-1 NSW 45.00 12.00 16.25 4.25 0.00 1.00 - 22 Wall E-2 Seg 3 45.00 16.25 30.00 13.75 5.75 -- 22 Segment 1 --16.25 19.00 2.75 -3.27 - 22 Opening 1 --19.00 27.00 8.00 --4.50 22 Segment 2 --27.00 30.00 3.00 2.75 3.00 - 22 Line F Level 2 Line F 2 57.00 0.00 30.00 30.00 19.00 -8.00 -- Wall F-1 Seg 2 57.00 0.00 30.00 30.00 19.00 -- 22 Segment 1 --0.00 4.25 4.25 4.00 1.88 - 22 Opening 1 --4.25 10.25 6.00 --5.00 22 Segment 2 --10.25 25.00 14.75 14.50 0.54 - 22 Opening 2 --25.00 29.00 4.00 --5.00 22 Segment 3 --29.00 30.00 1.00 -8.00 - 22 Level 1 Line F 1 57.00 0.00 12.00 12.00 12.00 -9.00 -- Wall F-1 FT 1 57.00 0.00 12.00 12.00 12.00 -- 22 Segment 1 --0.00 3.00 3.00 2.75 1.67 - -- Opening 1 --3.00 9.00 6.00 --5.00 -- Segment 2 --9.00 12.00 3.00 2.75 1.67 - -- 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 150 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 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 2.00 6.00 32.0 Block 1 WWall 1 W->EWind Line 2.00 6.00 43.4 Block 1 WWall MinW->EWind Line 6.00 57.00 32.0 Block 1 WWall 1 W->EWind Line 6.00 57.00 43.4 Block 1 WCtr Roof 1 W->EWind Line 25.50 41.50 0.0 1.5 Block 1 WCtr Roof 1 W->EWind Line 25.50 41.50 0.0 1.5 Block 1 WCtr Roof MinW->EWind Line 25.50 41.50 0.0 27.2 Block 1 WCtr Roof MinW->EWind Line 25.50 41.50 0.0 27.2 Block 1 WCtr Roof MinW->EWind Line 41.50 42.00 27.2 Block 1 WCtr Roof 1 W->EWind Line 41.50 42.00 1.5 Block 1 WCtr Roof MinW->EWind Line 41.50 42.00 27.2 Block 1 WCtr Roof 1 W->EWind Line 41.50 42.00 1.5 Block 1 WR Roof 1 W->EWind Line 42.00 58.00 1.5 0.0 Block 1 WR Roof 1 W->EWind Line 42.00 58.00 1.5 0.0 Block 1 WR Roof MinW->EWind Line 42.00 58.00 27.2 0.0 Block 1 WR Roof MinW->EWind Line 42.00 58.00 27.2 0.0 Block 1 EWall 1 W->E Lee Line 2.00 8.50 29.1 Block 1 EWall MinW->E Lee Line 2.00 8.50 32.0 Block 1 EL Roof 1 W->E Lee Line 7.50 23.50 0.0 59.4 Block 1 EL Roof MinW->E Lee Line 7.50 23.50 0.0 27.2 Block 1 EL Roof 1 W->E Lee Line 7.50 23.50 0.0 59.4 Block 1 EL Roof MinW->E Lee Line 7.50 23.50 0.0 27.2 Block 1 EWall MinW->E Lee Line 8.50 57.00 32.0 Block 1 EWall 1 W->E Lee Line 8.50 57.00 29.1 Block 1 ECtr Roof 1 W->E Lee Line 23.50 42.00 59.4 Block 1 ECtr Roof 1 W->E Lee Line 23.50 42.00 59.4 Block 1 ECtr Roof MinW->E Lee Line 23.50 42.00 27.2 Block 1 ECtr Roof MinW->E Lee Line 23.50 42.00 27.2 Block 1 ER Roof 1 W->E Lee Line 42.00 58.00 59.4 0.0 Block 1 ER Roof 1 W->E Lee Line 42.00 58.00 59.4 0.0 Block 1 ER Roof MinW->E Lee Line 42.00 58.00 27.2 0.0 Block 1 ER Roof MinW->E Lee Line 42.00 58.00 27.2 0.0 Block 1 WWall 1 E->W Lee Line 2.00 6.00 29.1 Block 1 WWall MinE->W Lee Line 2.00 6.00 32.0 Block 1 WWall MinE->W Lee Line 6.00 57.00 32.0 Block 1 WWall 1 E->W Lee Line 6.00 57.00 29.1 Block 1 WCtr Roof MinE->W Lee Line 25.50 41.50 0.0 27.2 Block 1 WCtr Roof 1 E->W Lee Line 25.50 41.50 0.0 59.4 Block 1 WCtr Roof MinE->W Lee Line 25.50 41.50 0.0 27.2 Block 1 WCtr Roof 1 E->W Lee Line 25.50 41.50 0.0 59.4 Block 1 WCtr Roof 1 E->W Lee Line 41.50 42.00 59.4 Block 1 WCtr Roof MinE->W Lee Line 41.50 42.00 27.2 Block 1 WCtr Roof 1 E->W Lee Line 41.50 42.00 59.4 Block 1 WCtr Roof MinE->W Lee Line 41.50 42.00 27.2 Block 1 WR Roof 1 E->W Lee Line 42.00 58.00 59.4 0.0 Block 1 WR Roof MinE->W Lee Line 42.00 58.00 27.2 0.0 Block 1 WR Roof 1 E->W Lee Line 42.00 58.00 59.4 0.0 Block 1 WR Roof MinE->W Lee Line 42.00 58.00 27.2 0.0 Block 1 EWall 1 E->WWind Line 2.00 8.50 43.4 Block 1 EWall MinE->WWind Line 2.00 8.50 32.0 Block 1 EL Roof 1 E->WWind Line 7.50 23.50 0.0 1.5 Block 1 EL Roof MinE->WWind Line 7.50 23.50 0.0 27.2 Block 1 EL Roof 1 E->WWind Line 7.50 23.50 0.0 1.5 Block 1 EL Roof MinE->WWind Line 7.50 23.50 0.0 27.2 Block 1 EWall MinE->WWind Line 8.50 57.00 32.0 Block 1 EWall 1 E->WWind Line 8.50 57.00 43.4 Block 1 ECtr Roof MinE->WWind Line 23.50 42.00 27.2 Block 1 ECtr Roof MinE->WWind Line 23.50 42.00 27.2 Block 1 ECtr Roof 1 E->WWind Line 23.50 42.00 1.5 Block 1 ECtr Roof 1 E->WWind Line 23.50 42.00 1.5 Block 1 ER Roof 1 E->WWind Line 42.00 58.00 1.5 0.0 Block 1 ER Roof MinE->WWind Line 42.00 58.00 27.2 0.0 Block 1 ER Roof MinE->WWind Line 42.00 58.00 27.2 0.0 Block 1 ER Roof 1 E->WWind Line 42.00 58.00 1.5 0.0 Block 1 SL Roof 1 S->NWind Line -1.00 -0.75 0.0 0.2 Block 1 SL Roof MinS->NWind Line -1.00 -0.75 0.0 0.4 Block 1 SL Roof 1 S->NWind Line -1.00 -0.75 0.0 0.2 Block 1 SL Roof MinS->NWind Line -1.00 -0.75 0.0 0.4 Block 1 S L Roof Min S->N Wind Line -0.75 0.00 0.4 6 Page 151 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 S L Roof 1 S->N Wind Line -0.75 0.00 0.2 Block 1 SL Roof 1 S->NWind Line -0.75 0.00 0.2 Block 1 SL Roof MinS->NWind Line -0.75 0.00 0.4 Block 1 SWall MinS->NWind Line 0.00 6.25 32.0 Block 1 SWall 1 S->NWind Line 0.00 6.25 43.4 Block 1 SL Roof MinS->NWind Line 0.00 9.50 0.4 -15.7 Block 1 SL Roof 1 S->NWind Line 0.00 9.50 0.2 -7.6 Block 1 SL Roof MinS->NWind Line 0.00 9.50 0.4 -15.7 Block 1 SL Roof 1 S->NWind Line 0.00 9.50 0.2 -7.6 Block 1 SWall 1 S->NWind Line 6.25 19.25 43.4 Block 1 SWall MinS->NWind Line 6.25 19.25 32.0 Block 1 SL Roof 1 S->NWind Line 9.50 9.87 -7.6 -7.9 Block 1 SL Roof MinS->NWind Line 9.50 9.87 -15.7 -16.3 Block 1 SL Roof 1 S->NWind Line 9.50 9.87 -7.6 -7.9 Block 1 SL Roof MinS->NWind Line 9.50 9.87 -15.7 -16.3 Block 1 SL Roof MinS->NWind Line 9.87 15.00 -16.3 -7.6 Block 1 SL Roof MinS->NWind Line 9.87 15.00 -16.3 -7.6 Block 1 SL Roof 1 S->NWind Line 9.87 15.00 -7.9 -3.7 Block 1 SL Roof 1 S->NWind Line 9.87 15.00 -7.9 -3.7 Block 1 SWall MinS->NWind Line 19.25 30.00 32.0 Block 1 SWall 1 S->NWind Line 19.25 30.00 43.4 Block 1 SR Roof MinS->NWind Line 20.50 31.00 17.8 0.0 Block 1 SR Roof 1 S->NWind Line 20.50 31.00 8.6 0.0 Block 1 SR Roof MinS->NWind Line 20.50 31.00 17.8 0.0 Block 1 SR Roof 1 S->NWind Line 20.50 31.00 8.6 0.0 Block 1 NL Roof 1 S->N Lee Line -1.00 15.00 0.0 59.4 Block 1 NL Roof MinS->N Lee Line -1.00 15.00 0.0 27.2 Block 1 NL Roof 1 S->N Lee Line -1.00 15.00 0.0 59.4 Block 1 NL Roof MinS->N Lee Line -1.00 15.00 0.0 27.2 Block 1 NWall 1 S->N Lee Line 0.00 30.00 22.0 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 SL Roof 1 N->S Lee Line -1.00 -0.75 0.0 0.9 Block 1 SL Roof MinN->S Lee Line -1.00 -0.75 0.0 0.4 Block 1 SL Roof MinN->S Lee Line -1.00 -0.75 0.0 0.4 Block 1 SL Roof 1 N->S Lee Line -1.00 -0.75 0.0 0.9 Block 1 SL Roof MinN->S Lee Line -0.75 0.00 0.4 Block 1 SL Roof MinN->S Lee Line -0.75 0.00 0.4 Block 1 SL Roof 1 N->S Lee Line -0.75 0.00 0.9 Block 1 SL Roof 1 N->S Lee Line -0.75 0.00 0.9 Block 1 SWall 1 N->S Lee Line 0.00 6.25 22.0 Block 1 SWall MinN->S Lee Line 0.00 6.25 32.0 Block 1 SL Roof 1 N->S Lee Line 0.00 9.50 0.9 -34.3 Block 1 SL Roof MinN->S Lee Line 0.00 9.50 0.4 -15.7 Block 1 SL Roof 1 N->S Lee Line 0.00 9.50 0.9 -34.3 Block 1 SL Roof MinN->S Lee Line 0.00 9.50 0.4 -15.7 Block 1 SWall 1 N->S Lee Line 6.25 19.25 22.0 Block 1 SWall MinN->S Lee Line 6.25 19.25 32.0 Block 1 SL Roof MinN->S Lee Line 9.50 9.87 -15.7 -16.3 Block 1 SL Roof 1 N->S Lee Line 9.50 9.87 -34.3 -35.7 Block 1 SL Roof 1 N->S Lee Line 9.50 9.87 -34.3 -35.7 Block 1 SL Roof MinN->S Lee Line 9.50 9.87 -15.7 -16.3 Block 1 SL Roof MinN->S Lee Line 9.87 15.00 -16.3 -7.6 Block 1 SL Roof 1 N->S Lee Line 9.87 15.00 -35.7 -16.7 Block 1 SL Roof MinN->S Lee Line 9.87 15.00 -16.3 -7.6 Block 1 SL Roof 1 N->S Lee Line 9.87 15.00 -35.7 -16.7 Block 1 SWall 1 N->S Lee Line 19.25 30.00 22.0 Block 1 SWall MinN->S Lee Line 19.25 30.00 32.0 Block 1 SR Roof 1 N->S Lee Line 20.50 31.00 39.0 0.0 Block 1 SR Roof 1 N->S Lee Line 20.50 31.00 39.0 0.0 Block 1 SR Roof MinN->S Lee Line 20.50 31.00 17.8 0.0 Block 1 SR Roof MinN->S Lee Line 20.50 31.00 17.8 0.0 Block 1 NL Roof 1 N->SWind Line -1.00 15.00 0.0 13.1 Block 1 NL Roof MinN->SWind Line -1.00 15.00 0.0 27.2 Block 1 NL Roof 1 N->SWind Line -1.00 15.00 0.0 13.1 Block 1 NL Roof MinN->SWind Line -1.00 15.00 0.0 27.2 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 WL Roof MinW->EWind Line 5.00 7.50 0.0 4.2 Block 2 WL Roof 1 W->EWind Line 5.00 7.50 0.0 -1.1 Block 2 WL Roof MinW->EWind Line 5.00 7.50 0.0 4.2 Block 2 WL Roof 1 W->EWind Line 5.00 7.50 0.0 -1.1 Block 2 WCtr Roof 1 W->EWind Line 7.50 15.62 -1.1 Block 2 WCtr Roof 1 W->EWind Line 7.50 15.62 -1.1 Block 2 WCtr Roof MinW->EWind Line 7.50 15.62 4.2 Block 2 WCtr Roof MinW->EWind Line 7.50 15.62 4.2 Block 2 W R Roof Min W->E Wind Line 15.62 18.13 4.2 0.0 7 Page 152 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 W R Roof Min W->E Wind Line 15.62 18.13 4.2 0.0 Block 2 WR Roof 1 W->EWind Line 15.62 18.13 -1.1 0.0 Block 2 WR Roof 1 W->EWind Line 15.62 18.13 -1.1 0.0 Block 2 EL Roof 1 W->E Lee Line 5.00 7.50 0.0 9.1 Block 2 EL Roof 1 W->E Lee Line 5.00 7.50 0.0 9.1 Block 2 EL Roof MinW->E Lee Line 5.00 7.50 0.0 4.2 Block 2 EL Roof MinW->E Lee Line 5.00 7.50 0.0 4.2 Block 2 ECtr Roof 1 W->E Lee Line 7.50 15.62 9.1 Block 2 ECtr Roof 1 W->E Lee Line 7.50 15.62 9.1 Block 2 ECtr Roof MinW->E Lee Line 7.50 15.62 4.2 Block 2 ECtr Roof MinW->E Lee Line 7.50 15.62 4.2 Block 2 ER Roof 1 W->E Lee Line 15.62 18.13 9.1 0.0 Block 2 ER Roof MinW->E Lee Line 15.62 18.13 4.2 0.0 Block 2 ER Roof MinW->E Lee Line 15.62 18.13 4.2 0.0 Block 2 ER Roof 1 W->E Lee Line 15.62 18.13 9.1 0.0 Block 2 WL Roof MinE->W Lee Line 5.00 7.50 0.0 4.2 Block 2 WL Roof 1 E->W Lee Line 5.00 7.50 0.0 9.1 Block 2 WL Roof MinE->W Lee Line 5.00 7.50 0.0 4.2 Block 2 WL Roof 1 E->W Lee Line 5.00 7.50 0.0 9.1 Block 2 WCtr Roof MinE->W Lee Line 7.50 15.62 4.2 Block 2 WCtr Roof 1 E->W Lee Line 7.50 15.62 9.1 Block 2 WCtr Roof 1 E->W Lee Line 7.50 15.62 9.1 Block 2 WCtr Roof MinE->W Lee Line 7.50 15.62 4.2 Block 2 WR Roof MinE->W Lee Line 15.62 18.13 4.2 0.0 Block 2 WR Roof MinE->W Lee Line 15.62 18.13 4.2 0.0 Block 2 WR Roof 1 E->W Lee Line 15.62 18.13 9.1 0.0 Block 2 WR Roof 1 E->W Lee Line 15.62 18.13 9.1 0.0 Block 2 EL Roof MinE->WWind Line 5.00 7.50 0.0 4.2 Block 2 EL Roof 1 E->WWind Line 5.00 7.50 0.0 -1.1 Block 2 EL Roof 1 E->WWind Line 5.00 7.50 0.0 -1.1 Block 2 EL Roof MinE->WWind Line 5.00 7.50 0.0 4.2 Block 2 ECtr Roof MinE->WWind Line 7.50 15.62 4.2 Block 2 ECtr Roof 1 E->WWind Line 7.50 15.62 -1.1 Block 2 ECtr Roof MinE->WWind Line 7.50 15.62 4.2 Block 2 ECtr Roof 1 E->WWind Line 7.50 15.62 -1.1 Block 2 ER Roof MinE->WWind Line 15.62 18.13 4.2 0.0 Block 2 ER Roof 1 E->WWind Line 15.62 18.13 -1.1 0.0 Block 2 ER Roof MinE->WWind Line 15.62 18.13 4.2 0.0 Block 2 ER Roof 1 E->WWind Line 15.62 18.13 -1.1 0.0 Block 2 SL Roof 1 S->NWind Line -0.75 5.25 0.0 -2.6 Block 2 SL Roof MinS->NWind Line -0.75 5.25 0.0 -10.2 Block 2 SL Roof 1 S->NWind Line -0.75 5.25 0.0 -2.6 Block 2 SL Roof MinS->NWind Line -0.75 5.25 0.0 -10.2 Block 2 SL Roof MinS->NWind Line 5.25 9.87 -10.2 Block 2 SL Roof MinS->NWind Line 5.25 9.87 -10.2 Block 2 SL Roof 1 S->NWind Line 5.25 9.87 -2.6 Block 2 SL Roof 1 S->NWind Line 5.25 9.87 -2.6 Block 2 SR Roof MinS->NWind Line 9.87 12.75 -10.2 -0.4 Block 2 SR Roof 1 S->NWind Line 9.87 12.75 -2.6 -0.1 Block 2 SR Roof 1 S->NWind Line 9.87 12.75 -2.6 -0.1 Block 2 SR Roof MinS->NWind Line 9.87 12.75 -10.2 -0.4 Block 2 SR Roof MinS->NWind Line 12.75 20.25 -0.4 Block 2 SR Roof 1 S->NWind Line 12.75 20.25 -0.1 Block 2 SR Roof MinS->NWind Line 12.75 20.25 -0.4 Block 2 SR Roof 1 S->NWind Line 12.75 20.25 -0.1 Block 2 SR Roof 1 S->NWind Line 20.25 20.50 -0.1 0.0 Block 2 SR Roof MinS->NWind Line 20.25 20.50 -0.4 0.0 Block 2 SR Roof 1 S->NWind Line 20.25 20.50 -0.1 0.0 Block 2 SR Roof MinS->NWind Line 20.25 20.50 -0.4 0.0 Block 2 SL Roof 1 N->S Lee Line -0.75 5.25 0.0 21.9 Block 2 SL Roof 1 N->S Lee Line -0.75 5.25 0.0 21.9 Block 2 SL Roof MinN->S Lee Line -0.75 5.25 0.0 10.2 Block 2 SL Roof MinN->S Lee Line -0.75 5.25 0.0 10.2 Block 2 SL Roof MinN->S Lee Line 5.25 9.87 10.2 Block 2 SL Roof 1 N->S Lee Line 5.25 9.87 21.9 Block 2 SL Roof MinN->S Lee Line 5.25 9.87 10.2 Block 2 SL Roof 1 N->S Lee Line 5.25 9.87 21.9 Block 2 SR Roof MinN->S Lee Line 9.87 12.75 10.2 0.4 Block 2 SR Roof 1 N->S Lee Line 9.87 12.75 21.9 0.9 Block 2 SR Roof MinN->S Lee Line 9.87 12.75 10.2 0.4 Block 2 SR Roof 1 N->S Lee Line 9.87 12.75 21.9 0.9 Block 2 SR Roof 1 N->S Lee Line 12.75 20.25 0.9 Block 2 SR Roof 1 N->S Lee Line 12.75 20.25 0.9 Block 2 SR Roof MinN->S Lee Line 12.75 20.25 0.4 Block 2 SR Roof MinN->S Lee Line 12.75 20.25 0.4 Block 2 SR Roof 1 N->S Lee Line 20.25 20.50 0.9 0.0 Block 2 S R Roof Min N->S Lee Line 20.25 20.50 0.4 0.0 8 Page 153 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 S R Roof 1 N->S Lee Line 20.25 20.50 0.9 0.0 Block 2 SR Roof MinN->S Lee Line 20.25 20.50 0.4 0.0 Block 3 WL Roof 1 W->EWind Line 1.00 5.00 0.0 -1.7 Block 3 WL Roof 1 W->EWind Line 1.00 5.00 0.0 -1.7 Block 3 WL Roof MinW->EWind Line 1.00 5.00 0.0 6.8 Block 3 WL Roof MinW->EWind Line 1.00 5.00 0.0 6.8 Block 3 WCtr Roof MinW->EWind Line 5.00 8.50 6.8 Block 3 WCtr Roof 1 W->EWind Line 5.00 8.50 -1.7 Block 3 WCtr Roof 1 W->EWind Line 5.00 8.50 -1.7 Block 3 WCtr Roof MinW->EWind Line 5.00 8.50 6.8 Block 3 WR Roof MinW->EWind Line 8.50 12.50 6.8 0.0 Block 3 WR Roof MinW->EWind Line 8.50 12.50 6.8 0.0 Block 3 WR Roof 1 W->EWind Line 8.50 12.50 -1.7 0.0 Block 3 WR Roof 1 W->EWind Line 8.50 12.50 -1.7 0.0 Block 3 EL Roof MinW->E Lee Line 1.00 5.00 0.0 6.8 Block 3 EL Roof 1 W->E Lee Line 1.00 5.00 0.0 14.5 Block 3 EL Roof 1 W->E Lee Line 1.00 5.00 0.0 14.5 Block 3 EL Roof MinW->E Lee Line 1.00 5.00 0.0 6.8 Block 3 ECtr Roof 1 W->E Lee Line 5.00 8.50 14.5 Block 3 ECtr Roof MinW->E Lee Line 5.00 8.50 6.8 Block 3 ECtr Roof MinW->E Lee Line 5.00 8.50 6.8 Block 3 ECtr Roof 1 W->E Lee Line 5.00 8.50 14.5 Block 3 ER Roof MinW->E Lee Line 8.50 12.50 6.8 0.0 Block 3 ER Roof 1 W->E Lee Line 8.50 12.50 14.5 0.0 Block 3 ER Roof 1 W->E Lee Line 8.50 12.50 14.5 0.0 Block 3 ER Roof MinW->E Lee Line 8.50 12.50 6.8 0.0 Block 3 WL Roof MinE->W Lee Line 1.00 5.00 0.0 6.8 Block 3 WL Roof 1 E->W Lee Line 1.00 5.00 0.0 14.5 Block 3 WL Roof MinE->W Lee Line 1.00 5.00 0.0 6.8 Block 3 WL Roof 1 E->W Lee Line 1.00 5.00 0.0 14.5 Block 3 WCtr Roof MinE->W Lee Line 5.00 8.50 6.8 Block 3 WCtr Roof MinE->W Lee Line 5.00 8.50 6.8 Block 3 WCtr Roof 1 E->W Lee Line 5.00 8.50 14.5 Block 3 WCtr Roof 1 E->W Lee Line 5.00 8.50 14.5 Block 3 WR Roof MinE->W Lee Line 8.50 12.50 6.8 0.0 Block 3 WR Roof 1 E->W Lee Line 8.50 12.50 14.5 0.0 Block 3 WR Roof MinE->W Lee Line 8.50 12.50 6.8 0.0 Block 3 WR Roof 1 E->W Lee Line 8.50 12.50 14.5 0.0 Block 3 EL Roof MinE->WWind Line 1.00 5.00 0.0 6.8 Block 3 EL Roof MinE->WWind Line 1.00 5.00 0.0 6.8 Block 3 EL Roof 1 E->WWind Line 1.00 5.00 0.0 -1.7 Block 3 EL Roof 1 E->WWind Line 1.00 5.00 0.0 -1.7 Block 3 ECtr Roof 1 E->WWind Line 5.00 8.50 -1.7 Block 3 ECtr Roof MinE->WWind Line 5.00 8.50 6.8 Block 3 ECtr Roof MinE->WWind Line 5.00 8.50 6.8 Block 3 ECtr Roof 1 E->WWind Line 5.00 8.50 -1.7 Block 3 ER Roof MinE->WWind Line 8.50 12.50 6.8 0.0 Block 3 ER Roof 1 E->WWind Line 8.50 12.50 -1.7 0.0 Block 3 ER Roof 1 E->WWind Line 8.50 12.50 -1.7 0.0 Block 3 ER Roof MinE->WWind Line 8.50 12.50 6.8 0.0 Block 3 SL Roof MinS->NWind Line 5.25 12.75 0.0 -12.7 Block 3 SL Roof MinS->NWind Line 5.25 12.75 0.0 -12.7 Block 3 SL Roof 1 S->NWind Line 5.25 12.75 0.0 -3.3 Block 3 SL Roof 1 S->NWind Line 5.25 12.75 0.0 -3.3 Block 3 SR Roof MinS->NWind Line 12.75 20.25 -12.7 0.0 Block 3 SR Roof MinS->NWind Line 12.75 20.25 -12.7 0.0 Block 3 SR Roof 1 S->NWind Line 12.75 20.25 -3.3 0.0 Block 3 SR Roof 1 S->NWind Line 12.75 20.25 -3.3 0.0 Block 3 SL Roof 1 N->S Lee Line 5.25 12.75 0.0 27.2 Block 3 SL Roof 1 N->S Lee Line 5.25 12.75 0.0 27.2 Block 3 SL Roof MinN->S Lee Line 5.25 12.75 0.0 12.7 Block 3 SL Roof MinN->S Lee Line 5.25 12.75 0.0 12.7 Block 3 SR Roof 1 N->S Lee Line 12.75 20.25 27.2 0.0 Block 3 SR Roof MinN->S Lee Line 12.75 20.25 12.7 0.0 Block 3 SR Roof MinN->S Lee Line 12.75 20.25 12.7 0.0 Block 3 SR Roof 1 N->S Lee Line 12.75 20.25 27.2 0.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall MinW->EWind Line 0.00 40.50 48.0 Block 1 WWall 1 W->EWind Line 0.00 40.50 61.7 Block 1 WWall 1 W->EWind Line 2.00 6.00 41.3 Block 1 W Wall Min W->E Wind Line 2.00 6.00 32.0 9 Page 154 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 W Wall Min W->E Wind Line 3.00 5.00 48.0 Block 1 WWall 1 W->EWind Line 3.00 5.00 61.7 Block 1 WWall MinW->EWind Line 6.00 57.00 32.0 Block 1 WWall 1 W->EWind Line 6.00 57.00 41.3 Block 1 WWall MinW->EWind Line 40.50 57.00 48.0 Block 1 WWall 1 W->EWind Line 40.50 57.00 61.7 Block 1 EWall 1 W->E Lee Line 0.00 5.00 43.7 Block 1 EWall MinW->E Lee Line 0.00 5.00 48.0 Block 1 EWall 1 W->E Lee Line 2.00 8.50 29.1 Block 1 EWall MinW->E Lee Line 2.00 8.50 32.0 Block 1 EWall MinW->E Lee Line 3.00 45.00 48.0 Block 1 EWall 1 W->E Lee Line 3.00 45.00 43.7 Block 1 EWall 1 W->E Lee Line 8.50 57.00 29.1 Block 1 EWall MinW->E Lee Line 8.50 57.00 32.0 Block 1 EWall MinW->E Lee Line 45.00 57.00 48.0 Block 1 EWall 1 W->E Lee Line 45.00 57.00 43.7 Block 1 WWall 1 E->W Lee Line 0.00 40.50 43.7 Block 1 WWall MinE->W Lee Line 0.00 40.50 48.0 Block 1 WWall 1 E->W Lee Line 2.00 6.00 29.1 Block 1 WWall MinE->W Lee Line 2.00 6.00 32.0 Block 1 WWall 1 E->W Lee Line 3.00 5.00 43.7 Block 1 WWall MinE->W Lee Line 3.00 5.00 48.0 Block 1 WWall MinE->W Lee Line 6.00 57.00 32.0 Block 1 WWall 1 E->W Lee Line 6.00 57.00 29.1 Block 1 WWall 1 E->W Lee Line 40.50 57.00 43.7 Block 1 WWall MinE->W Lee Line 40.50 57.00 48.0 Block 1 EWall MinE->WWind Line 0.00 5.00 48.0 Block 1 EWall 1 E->WWind Line 0.00 5.00 61.7 Block 1 EWall MinE->WWind Line 2.00 8.50 32.0 Block 1 EWall 1 E->WWind Line 2.00 8.50 41.3 Block 1 EWall 1 E->WWind Line 3.00 45.00 61.7 Block 1 EWall MinE->WWind Line 3.00 45.00 48.0 Block 1 EWall MinE->WWind Line 8.50 57.00 32.0 Block 1 EWall 1 E->WWind Line 8.50 57.00 41.3 Block 1 EWall 1 E->WWind Line 45.00 57.00 61.7 Block 1 EWall MinE->WWind Line 45.00 57.00 48.0 Block 1 SWall 1 S->NWind Line -10.00 19.25 61.7 Block 1 SWall MinS->NWind Line -10.00 19.25 48.0 Block 1 SWall 1 S->NWind Line 0.00 6.25 41.3 Block 1 SWall MinS->NWind Line 0.00 6.25 32.0 Block 1 SWall 1 S->NWind Line 6.25 19.25 41.3 Block 1 SWall MinS->NWind Line 6.25 19.25 32.0 Block 1 SWall MinS->NWind Line 19.25 23.50 48.0 Block 1 SWall 1 S->NWind Line 19.25 23.50 61.7 Block 1 SWall MinS->NWind Line 19.25 30.00 32.0 Block 1 SWall 1 S->NWind Line 19.25 30.00 41.3 Block 1 SWall MinS->NWind Line 23.50 30.00 48.0 Block 1 SWall 1 S->NWind Line 23.50 30.00 61.7 Block 1 NWall MinS->N Lee Line -10.00 0.00 48.0 Block 1 NWall 1 S->N Lee Line -10.00 0.00 32.9 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 22.0 Block 1 NWall 1 S->N Lee Line 0.00 12.00 32.9 Block 1 NWall MinS->N Lee Line 0.00 12.00 48.0 Block 1 NWall MinS->N Lee Line 12.00 30.00 48.0 Block 1 NWall 1 S->N Lee Line 12.00 30.00 32.9 Block 1 SWall MinN->S Lee Line -10.00 19.25 48.0 Block 1 SWall 1 N->S Lee Line -10.00 19.25 32.9 Block 1 SWall 1 N->S Lee Line 0.00 6.25 22.0 Block 1 SWall MinN->S Lee Line 0.00 6.25 32.0 Block 1 SWall 1 N->S Lee Line 6.25 19.25 22.0 Block 1 SWall MinN->S Lee Line 6.25 19.25 32.0 Block 1 SWall 1 N->S Lee Line 19.25 30.00 22.0 Block 1 SWall 1 N->S Lee Line 19.25 23.50 32.9 Block 1 SWall MinN->S Lee Line 19.25 23.50 48.0 Block 1 SWall MinN->S Lee Line 19.25 30.00 32.0 Block 1 SWall MinN->S Lee Line 23.50 30.00 48.0 Block 1 SWall 1 N->S Lee Line 23.50 30.00 32.9 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 12.00 48.0 Block 1 NWall 1 N->SWind Line 0.00 12.00 61.7 Block 1 N Wall 1 N->S Wind Line 0.00 30.00 41.3 10 Page 155 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 N Wall Min N->S Wind Line 0.00 30.00 32.0 Block 1 NWall 1 N->SWind Line 12.00 30.00 61.7 Block 1 NWall MinN->SWind Line 12.00 30.00 48.0 Block 4 WL Roof 1 W->EWind Line -1.00 20.25 0.0 -0.6 Block 4 WL Roof MinW->EWind Line -1.00 20.25 0.0 36.1 Block 4 WL Roof 1 W->EWind Line -1.00 20.25 0.0 -0.6 Block 4 WL Roof MinW->EWind Line -1.00 20.25 0.0 36.1 Block 4 EL Gable 1 W->E Lee Line 0.00 8.50 0.0 26.6 Block 4 EL Gable MinW->E Lee Line 0.00 8.50 0.0 28.9 Block 4 EL Gable 1 W->E Lee Line 0.00 8.50 0.0 26.6 Block 4 EL Gable MinW->E Lee Line 0.00 8.50 0.0 28.9 Block 4 EL Gable MinW->E Lee Line 8.50 18.00 28.9 Block 4 EL Gable 1 W->E Lee Line 8.50 18.00 26.6 Block 4 EL Gable 1 W->E Lee Line 8.50 18.00 26.6 Block 4 EL Gable MinW->E Lee Line 8.50 18.00 28.9 Block 4 EL Gable 1 W->E Lee Line 18.00 20.25 26.6 33.7 Block 4 EL Gable 1 W->E Lee Line 18.00 20.25 26.6 33.7 Block 4 EL Gable MinW->E Lee Line 18.00 20.25 28.9 36.5 Block 4 EL Gable MinW->E Lee Line 18.00 20.25 28.9 36.5 Block 4 ER Gable 1 W->E Lee Line 20.25 31.00 33.7 -0.0 Block 4 ER Gable MinW->E Lee Line 20.25 31.00 36.5 -0.0 Block 4 ER Gable 1 W->E Lee Line 20.25 31.00 33.7 -0.0 Block 4 ER Gable MinW->E Lee Line 20.25 31.00 36.5 -0.0 Block 4 WL Roof MinE->W Lee Line -1.00 20.25 0.0 36.1 Block 4 WL Roof 1 E->W Lee Line -1.00 20.25 0.0 79.9 Block 4 WL Roof MinE->W Lee Line -1.00 20.25 0.0 36.1 Block 4 WL Roof 1 E->W Lee Line -1.00 20.25 0.0 79.9 Block 4 EL Gable 1 E->WWind Line 0.00 8.50 0.0 41.9 Block 4 EL Gable 1 E->WWind Line 0.00 8.50 0.0 41.9 Block 4 EL Gable MinE->WWind Line 0.00 8.50 0.0 28.9 Block 4 EL Gable MinE->WWind Line 0.00 8.50 0.0 28.9 Block 4 EL Gable MinE->WWind Line 8.50 18.00 28.9 Block 4 EL Gable MinE->WWind Line 8.50 18.00 28.9 Block 4 EL Gable 1 E->WWind Line 8.50 18.00 41.9 42.7 Block 4 EL Gable 1 E->WWind Line 8.50 18.00 41.9 42.7 Block 4 EL Gable 1 E->WWind Line 18.00 20.25 42.3 53.4 Block 4 EL Gable MinE->WWind Line 18.00 20.25 28.9 36.5 Block 4 EL Gable MinE->WWind Line 18.00 20.25 28.9 36.5 Block 4 EL Gable 1 E->WWind Line 18.00 20.25 42.3 53.4 Block 4 ER Gable 1 E->WWind Line 20.25 31.00 53.4 0.5 Block 4 ER Gable 1 E->WWind Line 20.25 31.00 53.4 0.5 Block 4 ER Gable MinE->WWind Line 20.25 31.00 36.5 -0.0 Block 4 ER Gable MinE->WWind Line 20.25 31.00 36.5 -0.0 Block 4 ER Gable 1 E->WWind Line 31.00 40.50 0.9 0.0 Block 4 ER Gable 1 E->WWind Line 31.00 40.50 0.9 0.0 Block 4 SL Roof 1 S->NWind Line -11.00 10.25 0.0 10.8 Block 4 SL Roof 1 S->NWind Line -11.00 10.25 0.0 10.8 Block 4 SL Roof MinS->NWind Line -11.00 10.25 0.0 36.1 Block 4 SL Roof MinS->NWind Line -11.00 10.25 0.0 36.1 Block 4 SCtr Roof MinS->NWind Line 10.25 20.50 36.1 Block 4 SCtr Roof 1 S->NWind Line 10.25 20.50 10.8 Block 4 SCtr Roof MinS->NWind Line 10.25 20.50 36.1 Block 4 SCtr Roof 1 S->NWind Line 10.25 20.50 10.8 Block 4 NL Roof MinS->N Lee Line -11.00 -1.00 0.0 17.0 Block 4 NL Roof MinS->N Lee Line -11.00 -1.00 0.0 17.0 Block 4 NL Roof 1 S->N Lee Line -11.00 -1.00 0.0 37.6 Block 4 NL Roof 1 S->N Lee Line -11.00 -1.00 0.0 37.6 Block 4 NL Roof MinS->N Lee Line -1.00 9.50 17.0 Block 4 NL Roof MinS->N Lee Line -1.00 9.50 17.0 Block 4 NL Roof 1 S->N Lee Line -1.00 9.50 37.6 Block 4 NL Roof 1 S->N Lee Line -1.00 9.50 37.6 Block 4 NL Roof 1 S->N Lee Line 9.50 10.25 37.6 Block 4 NL Roof MinS->N Lee Line 9.50 10.25 17.0 Block 4 NL Roof 1 S->N Lee Line 9.50 10.25 37.6 Block 4 NL Roof MinS->N Lee Line 9.50 10.25 17.0 Block 4 NCtr Roof MinS->N Lee Line 10.25 15.00 17.0 8.9 Block 4 NCtr Roof MinS->N Lee Line 10.25 15.00 17.0 8.9 Block 4 NCtr Roof 1 S->N Lee Line 10.25 15.00 37.6 19.7 Block 4 NCtr Roof 1 S->N Lee Line 10.25 15.00 37.6 19.7 Block 4 NCtr Roof 1 S->N Lee Line 15.00 20.50 19.7 40.4 Block 4 NCtr Roof MinS->N Lee Line 15.00 20.50 8.9 18.3 Block 4 N Ctr Roof Min S->N Lee Line 15.00 20.50 8.9 18.3 11 Page 156 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 4 N Ctr Roof 1 S->N Lee Line 15.00 20.50 19.7 40.4 Block 4 SL Roof MinN->S Lee Line -11.00 10.25 0.0 36.1 Block 4 SL Roof 1 N->S Lee Line -11.00 10.25 0.0 79.9 Block 4 SL Roof 1 N->S Lee Line -11.00 10.25 0.0 79.9 Block 4 SL Roof MinN->S Lee Line -11.00 10.25 0.0 36.1 Block 4 SCtr Roof 1 N->S Lee Line 10.25 20.50 79.9 Block 4 SCtr Roof MinN->S Lee Line 10.25 20.50 36.1 Block 4 SCtr Roof 1 N->S Lee Line 10.25 20.50 79.9 Block 4 SCtr Roof MinN->S Lee Line 10.25 20.50 36.1 Block 4 NL Roof MinN->SWind Line -11.00 -1.00 0.0 17.0 Block 4 NL Roof 1 N->SWind Line -11.00 -1.00 0.0 5.1 Block 4 NL Roof MinN->SWind Line -11.00 -1.00 0.0 17.0 Block 4 NL Roof 1 N->SWind Line -11.00 -1.00 0.0 5.1 Block 4 NL Roof 1 N->SWind Line -1.00 9.50 5.1 Block 4 NL Roof MinN->SWind Line -1.00 9.50 17.0 Block 4 NL Roof MinN->SWind Line -1.00 9.50 17.0 Block 4 NL Roof 1 N->SWind Line -1.00 9.50 5.1 Block 4 NL Roof 1 N->SWind Line 9.50 10.25 5.1 Block 4 NL Roof MinN->SWind Line 9.50 10.25 17.0 Block 4 NL Roof MinN->SWind Line 9.50 10.25 17.0 Block 4 NL Roof 1 N->SWind Line 9.50 10.25 5.1 Block 4 NCtr Roof 1 N->SWind Line 10.25 15.00 5.1 2.7 Block 4 NCtr Roof 1 N->SWind Line 10.25 15.00 5.1 2.7 Block 4 NCtr Roof MinN->SWind Line 10.25 15.00 17.0 8.9 Block 4 NCtr Roof MinN->SWind Line 10.25 15.00 17.0 8.9 Block 4 NCtr Roof 1 N->SWind Line 15.00 20.50 2.7 5.5 Block 4 NCtr Roof 1 N->SWind Line 15.00 20.50 2.7 5.5 Block 4 NCtr Roof MinN->SWind Line 15.00 20.50 8.9 18.3 Block 4 NCtr Roof MinN->SWind Line 15.00 20.50 8.9 18.3 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. 12 Page 157 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 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 7.50 58.00 240.0 240.0 E-W Roof Block 1 7 Line 7.50 58.00 240.0 240.0 E-W Roof Block 2 Line 5.00 8.50 159.4 159.4 E-W Roof Block 2 Line 5.00 8.50 159.4 159.4 E-W Roof Block 3 3 Line 1.00 6.00 112.5 112.5 E-W Roof Block 3 5 Line 1.00 6.00 112.5 112.5 N-S Roof Block 1 Line -1.00 31.00 378.8 378.8 N-S Roof Block 1 F Line -1.00 31.00 378.8 378.8 N-S Roof Block 2 Line -0.75 20.50 33.8 33.8 N-S Roof Block 2 Line -0.75 20.50 18.8 18.8 N-S Roof Block 3 Line 5.25 20.25 45.0 45.0 N-S Roof Block 3 Line 5.25 20.25 30.0 30.0 BothWall 2-1 n/a 2 Line 6.00 57.00 40.0 40.0 BothWall 3-1 n/a 3 Line 2.00 6.00 40.0 40.0 BothWall 5-1 n/a 5 Line 2.00 8.50 40.0 40.0 BothWall 7-1 n/a 7 Line 8.50 57.00 40.0 40.0 BothWall A-2 n/a Line 6.25 19.25 40.0 40.0 BothWall A-1 n/a Line 0.00 6.25 40.0 40.0 BothWall B-1 n/a Line 19.25 30.00 40.0 40.0 BothWall F-1 n/a F Line 0.00 30.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 4 1 Line -1.00 41.50 236.2 236.2 E-W Roof Block 4 Line -1.00 41.50 236.2 236.2 E-W L Gable Block 4 Line 0.00 20.25 86.0 0.0 E-W R Gable Block 4 Line 20.25 40.50 0.0 86.0 E-W Floor F1 n/a 1 Line 0.00 5.00 175.5 175.5 E-W Floor F2 n/a 1 Line 5.00 40.50 240.0 240.0 BothWall 2-1 n/a 2 Line 6.00 57.00 40.0 40.0 E-W Floor F3 n/a 2 Line 40.50 45.00 180.0 180.0 E-W Floor F4 n/a 2 Line 45.00 57.00 72.0 72.0 BothWall 3-1 n/a 3 Line 2.00 6.00 40.0 40.0 E-W Floor F4 n/a 4 Line 45.00 57.00 72.0 72.0 E-W Floor F1 n/a 5 Line 0.00 5.00 175.5 175.5 BothWall 5-1 n/a 5 Line 2.00 8.50 40.0 40.0 E-W Floor F5 n/a 6 Line 3.00 5.00 39.0 39.0 E-W Floor F5 n/a 7 Line 3.00 5.00 39.0 39.0 E-W Floor F2 n/a 7 Line 5.00 40.50 240.0 240.0 BothWall 7-1 n/a 7 Line 8.50 57.00 40.0 40.0 E-W Floor F3 n/a 7 Line 40.50 45.00 180.0 180.0 N-S Roof Block 4 A Line -11.00 20.50 318.8 318.8 N-S Roof Block 4 D Line -11.00 20.50 318.8 318.8 N-S Floor F1 n/a A Line -10.00 0.00 243.0 243.0 N-S Floor F2 n/a A Line 0.00 12.00 342.0 342.0 N-S Floor F3 n/a A Line 12.00 19.25 270.0 270.0 BothWall A-2 n/a Line 6.25 19.25 40.0 40.0 N-S Floor F5 n/a Line 23.50 30.00 252.0 252.0 N-S Floor F4 n/a B Line 19.25 23.50 240.0 240.0 BothWall A-1 n/a Line 0.00 6.25 40.0 40.0 BothWall B-1 n/a Line 19.25 30.00 40.0 40.0 N-S Floor F1 n/a D Line -10.00 0.00 243.0 243.0 13 Page 158 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 BUILDINGMASSES(continued) N-S Floor F3 n/a E Line 12.00 19.25 270.0 270.0 N-S Floor F4 n/a E Line 19.25 23.50 240.0 240.0 N-S Floor F5 n/a E Line 23.50 30.00 252.0 252.0 N-S Floor F2 n/a F Line 0.00 12.00 342.0 342.0 BothWall F-1 n/a F Line 0.00 30.00 40.0 40.0 BothWall 1-1 n/a 1 Line 0.00 40.50 45.0 45.0 BothWall 2-1 n/a 2 Line 40.50 57.00 45.0 45.0 BothWall 4-1 n/a 4 Line 45.00 57.00 45.0 45.0 BothWall 5-1 n/a 5 Line 0.00 5.00 45.0 45.0 BothWall 6-1 n/a 6 Line 3.00 5.00 45.0 45.0 BothWall 7-1 n/a 7 Line 3.00 45.00 45.0 45.0 BothWall A-1 n/a A Line -10.00 19.25 45.0 45.0 BothWall A-2 n/a Line 23.50 30.00 45.0 45.0 BothWall B-1 n/a B Line 19.25 23.50 45.0 45.0 BothWall C-1 n/a C Line -9.50 18.75 27.0 27.0 BothWall D-1 n/a D Line -10.00 0.00 45.0 45.0 BothWall E-1 n/a E Line 12.00 16.25 45.0 45.0 BothWall E-2 n/a E Line 16.25 30.00 45.0 45.0 BothWall F-1 n/a F Line 0.00 12.00 45.0 45.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline that equivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserapplied area loadsonly 14 Page 159 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line 1.00 2.00 48.0 48.0 E-W Point 2.00 2.00 111 111 E-W Line 2.00 5.00 65.1 65.1 E-W Line 5.00 6.00 133.1 133.1 E-W Point 6.00 6.00 53 53 E-W Line 6.00 7.50 85.1 85.1 E-W Line 7.50 8.50 187.5 187.5 E-W Point 8.50 8.50 92 92 E-W Line 8.50 57.00 119.5 119.5 E-W Point 57.00 57.00 256 256 E-W Line 57.00 58.00 102.4 102.4 N-S Line -1.00 -0.75 161.7 161.7 N-S Line -0.75 0.00 172.9 172.9 N-S Point 0.00 0.00 435 435 N-S Line 0.00 5.25 189.9 189.9 N-S Line 5.25 6.25 205.9 205.9 N-S Point 6.25 6.25 34 34 N-S Line 6.25 19.25 205.9 205.9 N-S Point 19.25 19.25 55 55 N-S Line 19.25 20.25 205.9 205.9 N-S Line 20.25 20.50 189.9 189.9 N-S Line 20.50 30.00 178.7 178.7 N-S Point 30.00 30.00 414 414 N-S Line 30.00 31.00 161.7 161.7 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line -1.00 0.00 57.2 57.2 E-W Point 0.00 0.00 159 159 E-W Line 0.00 2.00 110.7 111.7 E-W Point 2.00 2.00 63 63 E-W Line 2.00 3.00 121.4 121.9 E-W Point 3.00 3.00 35 35 E-W Line 3.00 5.00 142.2 143.3 E-W Point 5.00 5.00 23 23 E-W Line 5.00 6.00 138.5 139.1 E-W Point 6.00 6.00 30 30 E-W Line 6.00 8.50 139.1 140.3 E-W Point 8.50 8.50 52 52 E-W Line 8.50 20.25 140.3 146.4 E-W Point 20.00 20.00 92 92 E-W Line 20.25 40.50 146.4 136.0 E-W Point 40.50 40.50 55 55 E-W Line 40.50 41.50 121.4 121.4 E-W Line 41.50 45.00 64.2 64.2 E-W Point 45.00 45.00 98 98 E-W Line 45.00 57.00 38.0 38.0 E-W Point 57.00 57.00 211 211 N-S Line -11.00 -10.00 77.2 77.2 N-S Point -10.00 -10.00 221 221 N-S Line -10.00 -9.50 147.0 147.0 N-S Line -9.50 0.00 150.3 150.3 N-S Point 0.00 0.00 3623 3623 N-S Point 0.00 0.00 337 337 N-S Line 0.00 6.25 183.9 183.9 N-S Point 6.25 6.25 19 19 N-S Line 6.25 12.00 183.9 183.9 N-S Point 12.00 12.00 65 65 N-S Line 12.00 16.25 166.5 166.5 N-S Line 16.25 18.75 166.5 166.5 N-S Line 18.75 19.25 163.2 163.2 N-S Point 19.25 19.25 59 59 N-S Line 19.25 20.50 156.0 156.0 N-S Point 19.50 19.50 211 211 N-S Line 20.50 23.50 78.7 78.7 15 Page 160 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 SEISMICLOADS(continued) N-S Point 23.50 23.50 11 11 N-S Line 23.50 30.00 81.6 81.6 N-S Point 30.00 30.00 464 464 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. 16 Page 161 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 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). 17 Page 162 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 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 2 S->N 62.0 - 2511 -1.0 - 339 -339 13748 0.18 2 N->S 65.4 - 2648 -1.0 - 339 -339 13748 0.19 Line 2 Level 2 Ln2,Lev2 -S->N - - 738 - - - 339 - - 14936 - -N->S - - 694 - - - 339 - - 14936 - Wall2-1 2 S->N - - 738 -1.0 - 339 - - 14936 - 2 N->S - - 694 -1.0 - 339 - - 14936 - Seg. 1 -S->N 16.8 - 193 -1.0 - 339 -339 3904 0.05 -N->S 15.8 - 182 -1.0 - 339 -339 3904 0.05 Seg. 2 -S->N 16.8 - 214 -1.0 - 339 -339 4328 0.05 -N->S 15.8 - 201 -1.0 - 339 -339 4328 0.05 Seg. 3 -S->N 16.8 - 331 -1.0 - 339 -339 6704 0.05 -N->S 15.8 - 312 -1.0 - 339 -339 6704 0.05 Line 7 Ln7,Lev2 -S->N - - 679 - - - 339 - - 6789 - -N->S - - 732 - - - 339 - - 6789 - Wall7-1 2 S->N - - 679 -1.0 - 339 - - 6789 - 2 N->S - - 732 -1.0 - 339 - - 6789 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -S->N 25.5 - 76 -.75 - 255 -255 764 0.10 -N->S 27.4 - 82 -.75 - 255 -255 764 0.11 Seg. 3 -S->N 34.0 - 603 -1.0 - 339 -339 6025 0.10 -N->S 36.6 - 649 -1.0 - 339 -339 6025 0.11 Level 1 Ln7,Lev1 -S->N - - 3000 - - - 495 - - 8543 - -N->S - - 3262 - - - 495 - - 8543 - Wall7-1 4 S->N - - 3000 -1.0 - 495 - - 8543 - 4 N->S - - 3262 -1.0 - 495 - - 8543 - Seg. 1 -Both 0.0 - 0 -1.0 - 495 -495 - - Seg. 2 -S->N 173.9 - 3000 -1.0 - 495 -495 8543 0.35 -N->S 189.1 - 3262 -1.0 - 495 -495 8543 0.38 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 2 LnA,Lev2 -W->E - - 1881 - - - 339 - - 4201 - -E->W - - 1514 - - - 339 - - 4201 - WallA-1 2 W->E 152.0 - 950 -1.0 - 339 -339 2122 0.45 2 E->W 122.4 - 765 -1.0 - 339 -339 2122 0.36 WallA-2 2 W->E - - 931 -1.0 - 339 - - 2079 - 2 E->W - - 749 -1.0 - 339 - - 2079 - Seg. 1 -W->E 133.0 - 465 -.88 - 297 -297 1040 0.45 -E->W 107.1 - 375 -.88 - 297 -297 1040 0.36 Seg. 2 -W->E 133.0 - 465 -.88 - 297 -297 1040 0.45 -E->W 107.1 - 375 -.88 - 297 -297 1040 0.36 Level 1 LnA,Lev1 -W->E - - 3090 - - - 832 - - 12527 - -E->W - - 2952 - - - 832 - - 12527 - WallA-1 1 W->E - - 1872 -1.0 - 832 - - 7491 - 1 E->W - - 1789 -1.0 - 832 - - 7491 - Seg. 1 -W->E 208.1 - 1872 -1.0 - 832 -832 7491 0.25 -E->W 198.8 - 1789 -1.0 - 832 -832 7491 0.24 Seg. 2 -Both 0.0 - 0 -1.0 - 832 -832 - - WallA-2 1 W->E - - 1217 -1.0 - 832 - - 5036 - 1 E->W - - 1163 -1.0 - 832 - - 5036 - Seg. 1 -W->E 270.5 83.2 609 -.90 - 749 -749 1686 0.36 -E->W 258.4 79.5 581 -.90 - 749 -749 1686 0.34 Open. 1 -W->E -421.3 843 - - - 832 -832 1665 0.51 -E->W -402.5 805 - - - 832 -832 1665 0.48 Seg. 2 -W->E 270.5 83.2 609 -.90 - 749 -749 1686 0.36 -E->W 258.4 79.5 581 -.90 - 749 -749 1686 0.34 Line C 18 Page 163 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 SHEARRESULTS(flexiblewinddesign,continued) LnC,Lev1 -W->E - - 2611 - - - 339 - - 8741 - -E->W - - 3091 - - - 339 - - 8741 - WallC-1 2 W->E - - 2611 -1.0 - 339 - - 8741 - 2 E->W - - 3091 -1.0 - 339 - - 8741 - Seg. 1 -W->E 101.4 - 2104 -1.0 - 339 -339 7044 0.30 -E->W 120.1 - 2491 -1.0 - 339 -339 7044 0.35 Seg. 2 -W->E 101.4 - 507 -1.0 - 339 -339 1697 0.30 -E->W 120.1 - 600 -1.0 - 339 -339 1697 0.35 Line E LnE,Lev1 -W->E - - 1969 - - - 637 - - 2345 - -E->W - - 1980 - - - 637 - - 2345 - WallE-2 3 W->E - - 1969 -1.0 - 637 - - 2345 - 3^E->W - - 1980 -1.0 - 637 - - 2345 - Seg. 1 -W->E 326.9 - 899 -.61 - 389 -389 1071 0.84 -E->W 328.8 - 904 -.61 - 389 -389 1071 0.84 Seg. 2 -W->E 356.6 - 1070 -.67 - 425 -425 1274 0.84 -E->W 358.7 - 1076 -.67 - 425 -425 1274 0.84 Line F Level 2 LnF,Lev2 -W->E - - 1864 - - - 339 - - 6450 - -E->W - - 1617 - - - 339 - - 6450 - WallF-1 2 W->E - - 1864 -1.0 - 339 - - 6450 - 2 E->W - - 1617 -1.0 - 339 - - 6450 - Seg. 1 -W->E 98.1 - 417 -1.0 - 339 -339 1443 0.29 -E->W 85.1 - 362 -1.0 - 339 -339 1443 0.25 Seg. 2 -W->E 98.1 - 1447 -1.0 - 339 -339 5007 0.29 -E->W 85.1 - 1256 -1.0 - 339 -339 5007 0.25 Seg. 3 -Both 0.0 - 0 -1.0 - 339 -339 - - Level 1 LnF,Lev1 -W->E - - 2497 - - - 832 - - 9988 - -E->W - - 2250 - - - 832 - - 9988 - WallF-1 1 W->E - - 2497 -1.0 - 832 - - 9988 - 1 E->W - - 2250 -1.0 - 832 - - 9988 - Seg. 1 -W->E 416.2 -52.0 1249 -1.0 - 832 -832 2497 0.50 -E->W 375.1 -46.9 1125 -1.0 - 832 -832 2497 0.45 Open. 1 -W->E -468.2 2809 - - - 832 -832 4994 0.56 -E->W -421.9 2532 - - - 832 -832 4994 0.51 Seg. 2 -W->E 416.2 -52.0 1249 -1.0 - 832 -832 2497 0.50 -E->W 375.1 -46.9 1125 -1.0 - 832 -832 2497 0.45 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. 19 Page 164 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 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 0.12 1 561 561 LIMIT w/o 1500 0.37 1-1 R End -10.00 40.38 1 592 592 LIMIT w/o 1500 0.39 Line 2 V Elem 0.00 6.13 1 137 137 Refer to upper level V Elem 0.00 17.38 Min 129 129 Refer to upper level V Elem 0.00 20.63 1 137 137 Refer to upper level V Elem 0.00 33.13 Min 129 129 Refer to upper level V Elem 0.00 37.38 1 136 136 Refer to upper level V Elem 0.00 56.88 Min 128 128 Refer to upper level Line 7 7-1 R Op 1 30.00 27.88 1 1588 1588 STHD14 (8" S 3815 0.42 V Elem 30.00 31.38 1 222 222 Refer to upper level V Elem 30.00 34.13 1 239 239 Refer to upper level V Elem 30.00 39.38 1 276 276 Refer to upper level 7-1 R End 30.00 44.88 1 1727 1727 STHD14 (8" S 3815 0.45 V Elem 30.00 56.88 1 297 297 Refer to upper level Line A A-1 L End -9.87 0.00 1 1926 1926 N/A 30000 0.06 A-1 L Op 1 -1.12 0.00 1 1840 1840 N/A 30000 0.06 V Elem 0.12 0.00 1 1266 1266 Refer to upper level V Elem 6.13 0.00 1 1020 1020 Refer to upper level V Elem 6.38 0.00 1 1146 1146 Refer to upper level V Elem 9.63 0.00 1 922 922 Refer to upper level V Elem 15.88 0.00 1 1146 1146 Refer to upper level V Elem 19.12 0.00 1 922 922 Refer to upper level A-2 L End 23.63 3.00 1 1753 1753 STHD14 (8" S 3815 0.46 A-2 R End 29.88 3.00 1 1675 1675 STHD14 (8" S 3815 0.44 Line C C-1 L End -9.37 20.00 1 924 924 LIMIT w/o 1500 0.62 C-1 L Op 1 11.13 20.00 1 1094 1094 LIMIT w/o 1500 0.73 C-1 R Op 1 13.88 20.00 1 961 961 LIMIT w/o 1500 0.64 C-1 R End 18.63 20.00 1 1137 1137 LIMIT w/o 1500 0.76 Line E E-2 L End 16.38 45.00 1 3236 3236 STHD14 (8" S 3815 0.85 E-2 L Op 1 18.88 45.00 1 3255 3255 STHD14 (8" S 3815 0.85 E-2 R Op 1 27.13 45.00 1 3501 3501 STHD14 (8" S 3815 0.92 E-2 R End 29.88 45.00 1 3522 3522 STHD14 (8" S 3815 0.92 Line F F-1 L End 0.12 57.00 1 2747 2747 STHD14 (8" S 3815 0.72 V Elem 2.88 57.00 1 588 588 Refer to upper level V Elem 9.13 57.00 1 136 136 Refer to upper level V Elem 10.38 57.00 1 798 798 Refer to upper level F-1 R End 11.88 57.00 1 1724 1724 STHD14 (8" S 3815 0.45 V Elem 24.88 57.00 1 693 693 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 6.13 1 137 137 LIMIT w/o 1500 0.09 2-1 L Op 1 0.00 17.38 Min 129 129 LIMIT w/o 1500 0.09 2-1 R Op 1 0.00 20.63 1 137 137 LIMIT w/o 1500 0.09 2-1 L Op 2 0.00 33.13 Min 129 129 LIMIT w/o 1500 0.09 2-1 R Op 2 0.00 37.38 1 136 136 LIMIT w/o 1500 0.09 2-1 R End 0.00 56.88 Min 128 128 LIMIT w/o 1500 0.09 Line 7 7-1 R Op 1 30.00 31.38 1 222 222 LIMIT w/o 1500 0.15 7-1 L Op 2 30.00 34.13 1 239 239 LIMIT w/o 1500 0.16 7-1 R Op 2 30.00 39.38 1 276 276 LIMIT w/o 1500 0.18 7-1 R End 30.00 56.88 1 297 297 LIMIT w/o 1500 0.20 Line A A-1 L End 0.12 6.00 1 1266 1266 MST48 3425 0.37 A-1 R End 6.13 6.00 Min 1020 1020 MSTC48B3 3315 0.31 A-2 L End 6.38 2.00 1 1146 1146 LIMIT w/o 1500 0.76 A-2 L Op 1 9.63 2.00 Min 922 922 LIMIT w/o 1500 0.61 A-2 R Op 1 15.88 2.00 1 1146 1146 LIMIT w/o 1500 0.76 A-2 R End 19.12 2.00 Min 922 922 LIMIT w/o 1500 0.61 Line F 20 Page 165 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 Hold-DownandCompressionDesign(flexiblewinddesign,continued) F-1 L End 0.12 57.00 1 834 834 LIMIT w/o 1500 0.56 F-1 L Op 1 4.13 57.00 1 724 724 LIMIT w/o 1500 0.48 F-1 R Op 1 10.38 57.00 1 798 798 LIMIT w/o 1500 0.53 F-1 L Op 2 24.88 57.00 1 693 693 LIMIT w/o 1500 0.46 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n–Position of studpack thathold-down isattached toorwhich isapplyingcompression force: VElem–Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView LoadCase–Resultsare forcritical loadcase: ASCE7AllHeights:Case1or2 fromFig. 27.3-8 ASCE7Low-rise:Windwardcorner(s)andCaseAorB fromFig. 28.3-1 ASCE7Minimum loads(27.1.5 / 28.3.4):"Min" TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection.Includes forces transferred fromupper levels. Shear–Overturningcomponent = Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.60;h = wallheight,beff=wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh/Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Uplift–Upliftwind load component, factored forASDby0.60 Cmb'd–SumofASD-factoredoverturning, dead and uplift forces.Mayalso include the uplift force t fromperforatedwalls fromSDPWS 4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing of end studpackonbottomplate Cap–Hold-downs:AllowableASD tension load fromdatabase;Compression:allowableASDbearing force=CtCMCbFcpA;A = crosssectional areaofendstuds.Refer toFramingmaterials table fordetails Crit.Resp.–CriticalResponse = CombinedASD force / AllowableASD tension load Notes: Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Mostsevereofwind load cases isusedforoverturningcalculation. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 21 Page 166 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 COLLECTORFORCES(flexiblewinddesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 7 7-1 Right Opening 1 30.00 27.75 -1768 1922 Line A A-1 Left Opening 1 -1.00 0.00 1177-1125 A-2 Left Wall End 23.50 3.00 -715 683 A-2 Left Opening 1 25.75 3.00 -702 670 A-2 Right Opening 1 27.75 3.00 -13 13 A-2 Left Opening 1 25.75 3.00 421 403 A-2 Right Opening 1 27.75 3.00 421 403 Line C C-1 Left Wall End -9.50 20.00 -33 39 C-1 Left Opening 1 11.25 20.00 717 -849 C-1 Right Opening 1 13.75 20.00 554 -656 C-1 Right Wall End 18.75 20.00 734 -869 Line E E-2 Left Wall End 16.25 45.00 -1066 1073 E-2 Left Opening 1 19.00 45.00 -348 350 E-2 Right Opening 1 27.00 45.00 -873 878 Line F F-1 Left Opening 1 3.00 57.00 -780 703 F-1 Right Opening 1 9.00 57.00 780 -703 F-1 Left Opening 1 3.00 57.00 1405 1266 F-1 Right Opening 1 9.00 57.00 1405 1266 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 17.50 26 -25 2-1 Right Opening 1 0.00 20.50 -17 16 2-1 Left Opening 2 0.00 33.25 12 -12 2-1 Right Opening 2 0.00 37.25 -45 43 Line 7 7-1 Right Opening 1 30.00 31.25 -319 343 7-1 Left Opening 2 30.00 34.25 -284 306 7-1 Right Opening 2 30.00 39.25 -354 382 Line A A-2 Left Opening 1 9.75 2.00 463 -373 A-2 Right Opening 1 15.75 2.00 -123 99 Line F F-1 Left Opening 1 4.25 57.00 153 -133 F-1 Right Opening 1 10.25 57.00 -220 191 F-1 Left Opening 2 25.00 57.00 311 -270 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 22 Page 167 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 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 33281 1555.1 4972 4972 7607 15518 5628 5628 5628 5628 1 60594 1858.3 5138 5138 24000 15922 10248 10248 10248 16587 All 93874 -10110 10110 - - - - - - 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 lateralresistanceofeachstory isgreater thanorequal to thatof thestoryabove.ThisverticaldistributionofSFRS ispermitted. 23 Page 168 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 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 2 Both 113.9 - 4614 -1.0 - 242 -242 9820 0.47 Line 2 Level 2 Ln2,Lev2 -Both - - 2536 - - - 242 - - 10668 - Wall2-1 2 Both - - 2536 -1.0 - 242 - - 10668 - Seg. 1 -Both 57.6 - 663 -1.0 - 242 -242 2788 0.24 Seg. 2 -Both 57.6 - 735 -1.0 - 242 -242 3091 0.24 Seg. 3 -Both 57.6 - 1138 -1.0 - 242 -242 4789 0.24 Line 7 Ln7,Lev2 -Both - - 2436 - - - 242 - - 4849 - Wall7-1 2 Both - - 2436 -1.0 - 242 - - 4849 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 91.3 - 274 -.75 - 182 -182 546 0.50 Seg. 3 -Both 121.8 - 2162 -1.0 - 242 -242 4304 0.50 Level 1 Ln7,Lev1 -Both - - 5495 - - - 354 - - 6102 - Wall7-1 4^Both - - 5495 -1.0 - 354 - - 6102 - Seg. 1 -Both 0.0 - 0 -1.0 - 354 -354 - - Seg. 2 -Both 318.6 - 5495 -1.0 - 354 -354 6102 0.90 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 2 LnA,Lev2 -Both - - 2465 - - - 242 - - 3000 - WallA-1 2^Both 199.2 - 1245 -1.0 - 242 -242 1515 0.82 WallA-2 2^Both - - 1220 -1.0 - 242 - - 1485 - Seg. 1 -Both 174.3 - 610 -.88 - 212 -212 743 0.82 Seg. 2 -Both 174.3 - 610 -.88 - 212 -212 743 0.82 Level 1 LnA,Lev1 -Both - - 3692 - - - 595 - - 8948 - WallA-1 1^Both - - 2238 -1.0 - 595 - - 5351 - Seg. 1 -Both 248.6 - 2238 -1.0 - 595 -595 5351 0.42 Seg. 2 -Both 0.0 - 0 -1.0 - 595 -595 - - WallA-2 1 Both - - 1455 -1.0 - 595 - - 3597 - Seg. 1 -Both 323.2 99.5 727 -.90 - 535 -535 1204 0.60 Open. 1 -Both -503.5 1007 - - - 595 -595 1189 0.85 Seg. 2 -Both 323.2 99.5 727 -.90 - 535 -535 1204 0.60 Line C LnC,Lev1 -Both - - 2305 - - - 242 - - 6243 - WallC-1 2 Both - - 2305 -1.0 - 242 - - 6243 - Seg. 1 -Both 89.5 - 1858 -1.0 - 242 -242 5031 0.37 Seg. 2 -Both 89.5 - 448 -1.0 - 242 -242 1212 0.37 Line E LnE,Lev1 -Both - - 1298 - - - 455 - - 1675 - WallE-2 3 Both - - 1298 -1.0 - 455 - - 1675 - Seg. 1 -Both 215.5 - 593 -.61 - 278 -278 765 0.78 Seg. 2 -Both 235.1 - 705 -.67 - 303 -303 910 0.78 Line F Level 2 LnF,Lev2 -Both - - 2507 - - - 242 - - 4607 - WallF-1 2 Both - - 2507 -1.0 - 242 - - 4607 - Seg. 1 -Both 131.9 - 561 -1.0 - 242 -242 1030 0.54 Seg. 2 -Both 131.9 - 1946 -1.0 - 242 -242 3576 0.54 Seg. 3 -Both 0.0 - 0 -1.0 - 242 -242 - - Level 1 LnF,Lev1 -Both - - 2814 - - - 595 - - 7134 - WallF-1 1 Both - - 2814 -1.0 - 595 - - 7134 - Seg. 1 -Both 469.0 -58.6 1407 -1.0 - 595 -595 1784 0.79 Open. 1 -Both -527.6 3166 - - - 595 -595 3567 0.89 Seg. 2 -Both 469.0 -58.6 1407 -1.0 - 595 -595 1784 0.79 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) 24 Page 169 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 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. 25 Page 170 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 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 0.12 1032 1032 LIMIT w/o 1500 0.69 1-1 R End -10.00 40.38 1032 1032 LIMIT w/o 1500 0.69 Line 2 V Elem 0.00 6.13 471 471 Refer to upper level V Elem 0.00 17.38 471 471 Refer to upper level V Elem 0.00 20.63 470 470 Refer to upper level V Elem 0.00 33.13 470 470 Refer to upper level V Elem 0.00 37.38 467 467 Refer to upper level V Elem 0.00 56.88 467 467 Refer to upper level Line 7 7-1 R Op 1 30.00 27.88 2909 2909 STHD14 (8" S 3815 0.76 V Elem 30.00 31.38 797 797 Refer to upper level V Elem 30.00 34.13 797 797 Refer to upper level V Elem 30.00 39.38 988 988 Refer to upper level 7-1 R End 30.00 44.88 2909 2909 STHD14 (8" S 3815 0.76 V Elem 30.00 56.88 988 988 Refer to upper level Line A A-1 L End -9.87 0.00 2302 2302 N/A 30000 0.08 A-1 L Op 1 -1.12 0.00 2302 2302 N/A 30000 0.08 V Elem 0.12 0.00 1660 1660 Refer to upper level V Elem 6.13 0.00 1660 1660 Refer to upper level V Elem 6.38 0.00 1502 1502 Refer to upper level V Elem 9.63 0.00 1502 1502 Refer to upper level V Elem 15.88 0.00 1502 1502 Refer to upper level V Elem 19.12 0.00 1502 1502 Refer to upper level A-2 L End 23.63 3.00 2094 2094 STHD14 (8" S 3815 0.55 A-2 R End 29.88 3.00 2094 2094 STHD14 (8" S 3815 0.55 Line C C-1 L End -9.37 20.00 816 816 LIMIT w/o 1500 0.54 C-1 L Op 1 11.13 20.00 816 816 LIMIT w/o 1500 0.54 C-1 R Op 1 13.88 20.00 848 848 LIMIT w/o 1500 0.57 C-1 R End 18.63 20.00 848 848 LIMIT w/o 1500 0.57 Line E E-2 L End 16.38 45.00 2134 2134 STHD14 (8" S 3815 0.56 E-2 L Op 1 18.88 45.00 2134 2134 STHD14 (8" S 3815 0.56 E-2 R Op 1 27.13 45.00 2308 2308 STHD14 (8" S 3815 0.60 E-2 R End 29.88 45.00 2308 2308 STHD14 (8" S 3815 0.60 Line F F-1 L End 0.12 57.00 3277 3277 STHD14 (8" S 3815 0.86 V Elem 2.88 57.00 911 911 Refer to upper level V Elem 9.13 57.00 210 210 Refer to upper level V Elem 10.38 57.00 1074 1074 Refer to upper level F-1 R End 11.88 57.00 2155 2155 STHD14 (8" S 3815 0.56 V Elem 24.88 57.00 1074 1074 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 6.13 471 471 LIMIT w/o 1500 0.31 2-1 L Op 1 0.00 17.38 471 471 LIMIT w/o 1500 0.31 2-1 R Op 1 0.00 20.63 470 470 LIMIT w/o 1500 0.31 2-1 L Op 2 0.00 33.13 470 470 LIMIT w/o 1500 0.31 2-1 R Op 2 0.00 37.38 467 467 LIMIT w/o 1500 0.31 2-1 R End 0.00 56.88 467 467 LIMIT w/o 1500 0.31 Line 7 7-1 R Op 1 30.00 31.38 797 797 LIMIT w/o 1500 0.53 7-1 L Op 2 30.00 34.13 797 797 LIMIT w/o 1500 0.53 7-1 R Op 2 30.00 39.38 988 988 LIMIT w/o 1500 0.66 7-1 R End 30.00 56.88 988 988 LIMIT w/o 1500 0.66 Line A A-1 L End 0.12 6.00 1660 1660 MST48 3425 0.48 A-1 R End 6.13 6.00 1660 1660 MSTC48B3 3315 0.50 A-2 L End 6.38 2.00 1502 1502 LIMIT w/o 1500 1.00 A-2 L Op 1 9.63 2.00 1502 1502 LIMIT w/o 1500 1.00 A-2 R Op 1 15.88 2.00 1502 1502 LIMIT w/o 1500 1.00 A-2 R End 19.12 2.00 1502 1502 LIMIT w/o 1500 1.00 Line F 26 Page 171 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) F-1 L End 0.12 57.00 1121 1121 LIMIT w/o 1500 0.75 F-1 L Op 1 4.13 57.00 1121 1121 LIMIT w/o 1500 0.75 F-1 R Op 1 10.38 57.00 1074 1074 LIMIT w/o 1500 0.72 F-1 L Op 2 24.88 57.00 1074 1074 LIMIT w/o 1500 0.72 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n–Position of studpack thathold-down isattached to: VElem–Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection.Includes forces transferred fromupper levels. Shear–Overturningcomponent =Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.70;h = wallheight , beff=wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh/Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Ev–Verticalseismic loadeffect fromASCE712.4.2.2 = -0.2SdsxASD factorxunfactoredD = 0.233SDSx factoredD.Refer toSeismic Information table formoredetails. Cmb'd–SumofASD-factoredoverturning, dead and verticalseismic forces.Mayalso include the uplift force t fromperforatedwalls from SDPWS4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing of end studpackonbottomplate Cap–Hold-downs:AllowableASD tension load fromdatabase;Compression:AllowableASDbearing force=CtCMCbFcpA;A = crosssectional areaofendstuds.Refer toFramingmaterials table fordetails. Crit.Resp.–CriticalResponse = CombinedASD force/AllowableASD tension load Notes: CombinedforcefromASCE72.4.1 loadcombination10 = -(0.6D-0.7Ev+0.7Eh);Eh(from12.4.2.1) = -shearoverturningforce Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 27 Page 172 of 201 WoodWorks®Shearwalls L2M-2482-SHEAR(GuestSuite)(B).wswu Oct.24, 2024 14:34:04 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 7 Shearline force 8858 8858 7-1 Right Opening 1 30.00 27.75 -5220 5220 Line A Shearline force 6141 6141 A-1 Left Opening 1 -1.00 0.00 2340-2340 A-2 Left Wall End 23.50 3.00 -1421 1421 A-2 Left Opening 1 25.75 3.00 -1394 1394 A-2 Right Opening 1 27.75 3.00 -27 27 A-2 Left Opening 1 25.75 3.00 503 503 A-2 Right Opening 1 27.75 3.00 503 503 Line C Shearline force 5748 5748 C-1 Left Wall End -9.50 20.00 -72 72 C-1 Left Opening 1 11.25 20.00 1578-1578 C-1 Right Opening 1 13.75 20.00 1219-1219 C-1 Right Wall End 18.75 20.00 1617-1617 Line E Shearline force 3236 3236 E-2 Left Wall End 16.25 45.00 -1753 1753 E-2 Left Opening 1 19.00 45.00 -572 572 E-2 Right Opening 1 27.00 45.00 -1435 1435 Line F Shearline force 3899 3899 F-1 Left Opening 1 3.00 57.00 -1219 1219 F-1 Right Opening 1 9.00 57.00 1219-1219 F-1 Left Opening 1 3.00 57.00 1583 1583 F-1 Right Opening 1 9.00 57.00 1583 1583 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 2 Shearline force 2871 2871 2-1 Left Opening 1 0.00 17.50 103 -103 2-1 Right Opening 1 0.00 20.50 -66 66 2-1 Left Opening 2 0.00 33.25 48 -48 2-1 Right Opening 2 0.00 37.25 -177 177 Line 7 Shearline force 2758 2758 7-1 Right Opening 1 30.00 31.25 -1294 1294 7-1 Left Opening 2 30.00 34.25 -1154 1154 7-1 Right Opening 2 30.00 39.25 -1438 1438 Line A Shearline force 2791 2791 A-2 Left Opening 1 9.75 2.00 687 -687 A-2 Right Opening 1 15.75 2.00 -183 183 Line F Shearline force 2838 2838 F-1 Left Opening 1 4.25 57.00 233 -233 F-1 Right Opening 1 10.25 57.00 -335 335 F-1 Left Opening 2 25.00 57.00 473 -473 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 28 Page 173 of 201 R1 Oct.24,202407:43 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(16.50') psf Load2 Snow Full Area 25.00(16.50') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.13' 5.065'0' Unfactored: Dead 650 650 Snow 1058 1058 Factored: Total 1708 1708 Bearing: Capacity Beam 1708 1708 Support 1891 1891 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.78 0.78 Min req'd 0.78 0.78 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 R1 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:5.13';Clearspan:5.0';Volume = 0.9cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 75 Fv' = 207 psi fv/Fv' = 0.36 Bending(+) fb = 836 Fb' = 1335 psi fb/Fb' = 0.63 Live Defl'n 0.03 = < L/999 0.17 = L/360 in 0.20 Total Defl'n 0.07 = L/920 0.25 = L/240 in 0.26 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.992 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 1687, V design = 1263 (NDS 3.4.3.1(a)) lbs; M(+) = 2136 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 5.06' Le = 10.06' RB = 8.5 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 174 of 201 R2 Oct.24,202407:45 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(4.00') psf Load2 Snow Full Area 25.00(4.00') psf Self-weight Dead Full UDL 9.8 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 10.333' 10.292'0' Unfactored: Dead 360 360 Snow 517 517 Factored: Total 877 877 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.51 0.51 Support 0.48 0.48 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimumbearinglength settingused:1/2" forend supports R2 Timber-soft, D.Fir-L, No.2,6x8(5-1/2"x7-1/2") Supports:All-Timber-softBeam, D.Fir-L No.2 Totallength:10.31'; Clear span:10.25';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 = 28 Fv' = 195 psi fv/Fv' = 0.14 Bending(+) fb = 523 Fb' = 862 psi fb/Fb' = 0.61 Live Defl'n 0.10 = < L/999 0.34 = L/360 in 0.29 Total Defl'n 0.21 = L/600 0.51 = L/240 in 0.40 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 = 874, V design = 764 (NDS 3.4.3.1(a)) lbs; M(+) = 2248 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 175 of 201 R3 Oct.24,202407:46 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.04 4.54 15.00(4.00') psf Load2 Snow Partial Area 0.04 4.54 25.00(4.00') psf Load3 Dead Partial Area 4.54 8.04 15.00(12.33') psf Load4 Snow Partial Area 4.54 8.04 25.00(12.33') psf Load5 Dead Point 4.54 666 lbs Load6 Snow Point 4.54 992 lbs Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 8.103' 8.052'0' Unfactored: Dead 690 1015 Snow 997 1524 Factored: Total 1686 2539 Bearing: Capacity Beam 1719 2539 Support 1836 2712 Des ratio Beam 0.98 1.00 Support 0.92 0.94 Load comb #2 #2 Length 0.50* 0.74 Min req'd 0.50* 0.74 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports R3 Timber-soft, D.Fir-L, No.2,6x12(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 = 49 Fv' = 195 psi fv/Fv' = 0.25 Bending(+) fb = 579 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 = 2539, V design = 2072 (NDS 3.4.3.1(a)) lbs; M(+) = 5850 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 176 of 201 SF1 Oct.28,202407:20 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(6.00') psf Load3 Live Full Area 40.00(6.00') psf Load4 Dead Full Area 15.00(2.00') psf Load5 Snow Full Area 25.00(2.00') psf Self-weight Dead Full UDL 9.4 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.1' 6.05'0' Unfactored: Dead 583 583 Live 732 732 Snow 153 153 Factored: Total 1315 1315 Bearing: Capacity Beam 1315 1315 Support 1456 1456 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.60 0.60 Min req'd 0.60 0.60 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF1 Lumber-soft, D.Fir-L, No.2,4x12(3-1/2"x11-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.13';Clearspan:6.0';Volume = 1.7cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 34 Fv' = 180 psi fv/Fv' = 0.19 Bending(+) fb = 321 Fb' = 978 psi fb/Fb' = 0.33 Live Defl'n 0.01 = < L/999 0.20 = L/360 in 0.05 Total Defl'n 0.02 = < L/999 0.30 = L/240 in 0.08 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 0.988 1.100 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + 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 = 1305, V design = 890 (NDS 3.4.3.1(a)) lbs; M(+) = 1974 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 = 6.06' Le = 12.44' RB = 11.7 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 177 of 201 SF2 Oct.28,202407:25 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(6.00') psf Load3 Live Full Area 40.00(6.00') psf Load4 Dead Full Area 15.00(2.00') psf Load5 Snow Full Area 25.00(2.00') psf Load6 Earthquake Point 13.02 4873 lbs Self-weight Dead Full UDL 17.1 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 17.732' 17.616'0' Unfactored: Dead 1763 1765 Live 2126 2130 Snow 443 444 Earthquake 1285 3588 Factored: Total 4365 5579 Bearing: Capacity Beam 4365 5579 Support 4483 5730 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #5 #5 Length 1.22 1.56 Min req'd 1.22 1.56 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF2 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x13-1/2" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:17.75';Clearspan:17.5';Volume = 9.1cu.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 = 68 Fv' = 265 psi fv/Fv' = 0.26 Bending(+) fb = 1223 Fb' = 2324 psi fb/Fb' = 0.53 Live Defl'n 0.41 = L/514 0.59 = L/360 in 0.70 Total Defl'n 0.73 = L/289 0.88 = L/240 in 0.83 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 0.968 0.999 - - 1.00 1.00 - 2 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 Only the lesser of CL and CV is applied, as per NDS 5.3.6 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #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 = 3868, V design = 3351 (NDS 3.4.3.1(a)) lbs; M(+) = 17033 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 = 17.63' Le = 32.44' RB = 13.2 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 178 of 201 SF3 Oct.28,202407:25 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.13 10.38 12.00(13.25') psf Load2 Live Partial Area 0.13 10.38 40.00(13.25') psf Load3 Dead Partial Area 10.38 15.71 12.00(14.50') psf Load4 Live Partial Area 10.38 15.71 40.00(14.50') psf Self-weight Dead Full UDL 19.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 15.849' 15.716'0' Unfactored: Dead 1402 1453 Live 4177 4347 Factored: Total 5579 5801 Bearing: Capacity Beam 5579 5801 Support 5730 5958 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.56 1.62 Min req'd 1.56 1.62 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:15.88';Clearspan:15.563';Volume = 9.1cu.ft.;10laminations,5-1/2"maximumwidth, Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 88 Fv' = 265 psi fv/Fv' = 0.33 Bending(+) fb = 1299 Fb' = 2399 psi fb/Fb' = 0.54 Live Defl'n 0.27 = L/704 0.52 = L/360 in 0.51 Total Defl'n 0.40 = L/468 0.79 = L/240 in 0.51 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 = 5801, V design = 4839 (NDS 3.4.3.1(a)) lbs; M(+) = 22333 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 179 of 201 SF4 Oct.28,202407:26 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(14.50') psf Load2 Live Full Area 40.00(14.50') psf Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 8.152' 8.076'0' Unfactored: Dead 770 770 Live 2364 2364 Factored: Total 3134 3134 Bearing: Capacity Beam 3134 3134 Support 3348 3348 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 0.91 0.91 Min req'd 0.91 0.91 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF4 Timber-soft, D.Fir-L, No.2,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:8.13';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 = 55 Fv' = 170 psi fv/Fv' = 0.33 Bending(+) fb = 621 Fb' = 869 psi fb/Fb' = 0.71 Live Defl'n 0.06 = < L/999 0.27 = L/360 in 0.23 Total Defl'n 0.09 = < L/999 0.40 = L/240 in 0.23 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 875 1.00 1.00 1.00 0.994 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L Load Types: D=dead L=live Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 3105, V design = 2339 (NDS 3.4.3.1(a)) lbs; M(+) = 6270 lbs-ft EI = 906.17e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 8.06' Le = 16.06' RB = 8.6 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 180 of 201 SF5 Oct.28,202407:26 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(12.50') psf Load2 Live Full Area 40.00(12.50') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.641' 5.57'0' Unfactored: Dead 440 440 Live 1410 1410 Factored: Total 1850 1850 Bearing: Capacity Beam 1850 1850 Support 2048 2048 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.85 0.85 Min req'd 0.85 0.85 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF5 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:5.63';Clearspan:5.5';Volume = 1.0cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 83 Fv' = 180 psi fv/Fv' = 0.46 Bending(+) fb = 996 Fb' = 1161 psi fb/Fb' = 0.86 Live Defl'n 0.06 = < L/999 0.19 = L/360 in 0.33 Total Defl'n 0.09 = L/747 0.28 = L/240 in 0.32 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.993 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L Load Types: D=dead L=live Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 1827, V design = 1408 (NDS 3.4.3.1(a)) lbs; M(+) = 2545 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 5.56' Le = 10.88' RB = 8.8 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 181 of 201 SF6 Oct.28,202407:26 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(16.50') psf Load5 Snow Full Area 25.00(16.50') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.149' 5.074'0' Unfactored: Dead 889 889 Live 103 103 Snow 1062 1062 Factored: Total 1951 1951 Bearing: Capacity Beam 1951 1951 Support 2161 2161 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #4 #4 Length 0.89 0.89 Min req'd 0.89 0.89 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:5.13';Clearspan:5.0';Volume = 0.9cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 85 Fv' = 207 psi fv/Fv' = 0.41 Bending(+) fb = 955 Fb' = 1335 psi fb/Fb' = 0.72 Live Defl'n 0.03 = < L/999 0.17 = L/360 in 0.20 Total Defl'n 0.08 = L/779 0.25 = L/240 in 0.31 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 900 1.15 1.00 1.00 0.992 1.300 - 1.00 1.00 1.00 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICALLOADCOMBINATIONS: Shear : LC #4 = D + S Bending(+): LC #4 = D + S Deflection: LC #4 = D + S (live) LC #4 = D + S (total) Bearing : Support 1 – LC #4 = D + S Support 2 – LC #4 = D + S Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 1923, V design = 1437 (NDS 3.4.3.1(a)) lbs; M(+) = 2440 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 5.06' Le = 10.06' RB = 8.5 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 182 of 201 SF7 Oct.28,202407:26 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Partial Area 0.04 2.21 15.00(3.50') psf Load3 Snow Partial Area 0.04 2.21 25.00(3.50') psf Load4 Dead Point 2.21 178 lbs Load5 Snow Point 2.21 266 lbs Load6 Dead Full Area 15.00(2.75') psf Load7 Snow Full Area 25.00(2.75') psf Self-weight Dead Full UDL 9.8 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 4.5' 4.458'0' Unfactored: Dead 471 410 Snow 433 332 Factored: Total 904 743 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.53 0.43 Support 0.49 0.40 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports SF7 Timber-soft, D.Fir-L, No.2,6x8(5-1/2"x7-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:4.5';Clearspan:4.438';Volume = 1.3cu.ft.;Postor timber Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 25 Fv' = 195 psi fv/Fv' = 0.13 Bending(+) fb = 270 Fb' = 862 psi fb/Fb' = 0.31 Live Defl'n 0.01 = < L/999 0.15 = L/360 in 0.05 Total Defl'n 0.02 = < L/999 0.22 = L/240 in 0.09 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 750 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 900, V design = 690 (NDS 3.4.3.1(a)) lbs; M(+) = 1162 lbs-ft EI = 251.36e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 183 of 201 SF8 Oct.28,202407:26 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(2.00') psf Load3 Live Full Area 40.00(2.00') psf Load4 Dead Full Area 15.00(1.00') psf Load5 Snow Full Area 25.00(1.00') psf Load6 Dead Full Area 15.00(2.00') psf Load7 Snow Full Area 25.00(2.00') psf Self-weight Dead Full UDL 9.1 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 12.637' 12.527'0' Unfactored: Dead 998 998 Live 505 505 Snow 474 474 Factored: Total 1733 1733 Bearing: Capacity Beam 1733 1733 Support 1753 1753 Des ratio Beam 1.00 1.00 Support 0.99 0.99 Load comb #3 #3 Length 1.32 1.32 Min req'd 1.32 1.32 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.21 1.21 Fcp sup 625 625 SF8 LVLn-ply,1.8E,2600Fb,1-3/4"x18",1-ply Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:12.63';Clearspan:12.438';Volume = 2.8cu.ft. Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 53 Fv' = 285 psi fv/Fv' = 0.19 Bending(+) fb = 593 Fb' = 2460 psi fb/Fb' = 0.24 Live Defl'n 0.05 = < L/999 0.42 = L/360 in 0.12 Total Defl'n 0.15 = < L/999 0.63 = L/240 in 0.24 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 285 1.00 - 1.00 - - - - 1.00 - 2 Fb'+ 2600 1.00 - 1.00 1.000 0.946 - 1.00 1.00 - 2 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 #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 – LC #3 = D + 0.75(L + S) Support 2 – LC #3 = D + 0.75(L + S) Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 1491, V design = 1121 (NDS 3.4.3.1(a)) lbs; M(+) = 4670 lbs-ft EI = 1607.42e06 lb-in^2 GA = 3.72e06 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.SCL:Structuralcompositelumberdesignhasassumed:-dryserviceconditions-nopreservativeorfire-retardant treatment-nonotches 4.BUILT-UPSCL:Contactmanufacturerforconnectiondetailswhenside-loadedorwhenloadsarenotappliedequally toallplies. 5.SCL:Sheardeflectioniscalculatedusing truemodulusofelasticityEandshearmodulus G = E/16. Page 184 of 201 SF9 Oct.28,202407:27 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial UDL 0.16 5.83 80.0 80.0 plf Load2 Dead Partial Area 0.16 5.83 12.00(7.00') psf Load3 Live Partial Area 0.16 5.83 40.00(7.00') psf Load4 Dead Partial Area 5.83 18.49 12.00(9.00') psf Load5 Live Partial Area 5.83 18.49 40.00(9.00') psf Load6 Dead Partial Area 0.16 5.83 15.00(2.00') psf Load7 Snow Partial Area 0.16 5.83 25.00(2.00') psf Load8 Dead Point 5.83 877 lbs Load9 Live Point 5.83 241 lbs Load10 Snow Point 5.83 710 lbs Load11 Earthquake Point 5.83 905 lbs Load12 Earthquake Point 5.83 3308 lbs Load13 Dead Partial Area 0.16 5.83 15.00(3.00') psf Load14 Snow Partial Area 0.16 5.83 25.00(3.00') psf Self-weight Dead Full UDL 19.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 18.61' 18.47'0' Unfactored: Dead 2393 1557 Live 3079 3307 Snow 1086 333 Earthquake 2901 1312 Factored: Total 7040 4976 Bearing: Capacity Beam 7040 4976 Support 7231 5111 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #5 #5 Length 1.97 1.39 Min req'd 1.97 1.39 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF9 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x15" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:18.63';Clearspan:18.313';Volume = 10.7cu.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 = 87 Fv' = 265 psi fv/Fv' = 0.33 Bending(+) fb = 1429 Fb' = 2361 psi fb/Fb' = 0.61 Live Defl'n 0.46 = L/487 0.62 = L/360 in 0.74 Total Defl'n 0.76 = L/290 0.92 = L/240 in 0.83 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 0.984 - - 1.00 1.00 - 2 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 #2 = D + L 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 = 5472, V design = 4802 (NDS 3.4.3.1(a)) lbs; M(+) = 24561 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 185 of 201 SF10 Oct.28,202407:27 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.08 4.83 15.00(4.75') psf Load2 Snow Partial Area 0.08 4.83 25.00(4.75') psf Load3 Dead Partial Area 4.83 16.08 15.00(2.75') psf Load4 Snow Partial Area 4.83 16.08 25.00(2.75') psf Load5 Dead Point 4.83 1093 lbs Load6 Live Point 4.83 424 lbs Load7 Snow Point 4.83 705 lbs Load8 Earthquake Point 4.83 2368 lbs Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 16.127' 16.063'0' Unfactored: Dead 1338 798 Live 298 126 Snow 1246 797 Earthquake 1662 706 Factored: Total 3368 1861 Bearing: Capacity Beam 3368 1861 Support 3598 1988 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #5 #5 Length 0.98 0.54 Min req'd 0.98 0.54 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF10 Timber-soft, D.Fir-L, No.1,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:16.13';Clearspan:16.0';Volume = 7.1cu.ft.;Beamorstringer Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 57 Fv' = 195 psi fv/Fv' = 0.29 Bending(+) fb = 1401 Fb' = 2089 psi fb/Fb' = 0.67 Live Defl'n 0.30 = L/637 0.54 = L/360 in 0.56 Total Defl'n 0.60 = L/320 0.80 = L/240 in 0.75 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 1350 1.60 1.00 1.00 0.967 1.000 - 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 5 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 5 CRITICALLOADCOMBINATIONS: Shear : LC #4 = D + S Bending(+): LC #5 = D + 0.75(L + S + 0.7E) 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 = 2584, V design = 2390 (NDS 3.4.3.1(a)) lbs; M(+) = 14156 lbs-ft EI = 1115.29e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" 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 186 of 201 SF11 Oct.28,202407:28 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(1.00') psf Load5 Snow Full Area 25.00(1.00') psf Load6 Dead Partial Area 0.17 4.84 15.00(11.25') psf Load7 Snow Partial Area 0.17 4.84 25.00(11.25') psf Load8 Dead Partial Area 4.84 11.17 15.00(16.50') psf Load9 Snow Partial Area 4.84 11.17 25.00(16.50') psf Load10 Dead Point 11.17 391 lbs Load11 Snow Point 11.17 636 lbs Self-weight Dead Full UDL 14.5 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 13.842' 13.671'0' Unfactored: Dead 2221 2204 Live 277 277 Snow 2472 2434 Factored: Total 4693 4638 Bearing: Capacity Beam 4693 4638 Support 4996 4938 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #4 #4 Length 2.06 2.04 Min req'd 2.06 2.04 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF11 Glulam-Unbalan.,WestSpecies,24F-V4 DF,3-1/2"x18" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:13.81';Clearspan:13.5';Volume = 6.1cu.ft.;12laminations,3-1/2"maximumwidth, Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 104 Fv' = 305 psi fv/Fv' = 0.34 Bending(+) fb = 1137 Fb' = 2760 psi fb/Fb' = 0.41 Live Defl'n 0.10 = < L/999 0.46 = L/360 in 0.23 Total Defl'n 0.24 = L/682 0.68 = L/240 in 0.35 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 2400 1.15 1.00 1.00 1.000 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 = 4380, V design = 4380 (NDS 3.4.3.1(a)) lbs; M(+) = 17904 lbs-ft EI = 3061.75e06 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 187 of 201 SF12 Oct.28,202407:28 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(5.00') psf Load5 Snow Full Area 25.00(5.00') psf Load6 Dead Partial Area 0.22 13.06 15.00(16.50') psf Load7 Snow Partial Area 0.22 13.06 25.00(16.50') psf Load8 Dead Partial Area 17.05 19.72 15.00(16.50') psf Load9 Snow Partial Area 17.05 19.72 25.00(16.50') psf Load10 Dead Point 13.05 520 lbs Load11 Snow Point 13.05 847 lbs Load12 Dead Point 17.05 520 lbs Load13 Snow Point 17.05 847 lbs Self-weight Dead Full UDL 22.8 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 19.949' 19.724'0' Unfactored: Dead 4316 4342 Live 399 399 Snow 5280 5303 Factored: Total 9596 9645 Bearing: Capacity Beam 9596 9645 Support 9856 9906 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #4 #4 Length 2.68 2.70 Min req'd 2.68 2.70 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF12 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x18" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:19.94';Clearspan:19.5';Volume = 13.7cu.ft.;12laminations,5-1/2"maximumwidth, Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 123 Fv' = 305 psi fv/Fv' = 0.40 Bending(+) fb = 1925 Fb' = 2648 psi fb/Fb' = 0.73 Live Defl'n 0.38 = L/622 0.66 = L/360 in 0.58 Total Defl'n 0.85 = L/279 0.99 = L/240 in 0.86 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 1.000 0.960 - - 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 = 9612, V design = 8114 (NDS 3.4.3.1(a)) lbs; M(+) = 47633 lbs-ft EI = 4811.32e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 188 of 201 SF13 Oct.28,202407:29 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(6.00') psf Load3 Live Full Area 40.00(6.00') psf Load4 Dead Partial Area 0.07 1.32 15.00(6.00') psf Load5 Snow Partial Area 0.07 1.32 25.00(6.00') psf Load6 Dead Point 1.32 292 lbs Load7 Snow Point 1.32 456 lbs Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.116' 6.058'0' Unfactored: Dead 814 557 Live 735 733 Snow 527 117 Factored: Total 1760 1289 Bearing: Capacity Beam 1760 1289 Support 1949 1428 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #3 #2 Length 0.80 0.59 Min req'd 0.80 0.59 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF13 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.13';Clearspan:6.0';Volume = 1.1cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 73 Fv' = 180 psi fv/Fv' = 0.40 Bending(+) fb = 805 Fb' = 1161 psi fb/Fb' = 0.69 Live Defl'n 0.04 = < L/999 0.20 = L/360 in 0.21 Total Defl'n 0.10 = L/753 0.30 = L/240 in 0.32 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.992 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 – LC #3 = D + 0.75(L + S) Support 2 – LC #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 = 1536, V design = 1231 (NDS 3.4.3.1(a)) lbs; M(+) = 2057 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 6.06' Le = 11.69' RB = 9.1 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 189 of 201 SF14 Oct.28,202407:29 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(6.00') psf Load3 Live Full Area 40.00(6.00') psf Load4 Dead Partial Area 0.11 13.11 15.00(6.00') psf Load5 Snow Partial Area 0.11 13.11 25.00(6.00') psf Load6 Dead Partial Area 17.11 17.61 15.00(6.00') psf Load7 Snow Partial Area 17.11 17.61 25.00(6.00') psf Load8 Dead Point 13.11 196 lbs Load9 Snow Point 13.11 306 lbs Load10 Dead Point 17.11 196 lbs Load11 Snow Point 17.11 306 lbs Self-weight Dead Full UDL 17.1 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 17.728' 17.614'0' Unfactored: Dead 2290 2313 Live 2127 2127 Snow 1314 1323 Factored: Total 4871 4900 Bearing: Capacity Beam 4871 4900 Support 5003 5033 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #3 #3 Length 1.36 1.37 Min req'd 1.36 1.37 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF14 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x13-1/2" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:17.75';Clearspan:17.5';Volume = 9.1cu.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 = 77 Fv' = 265 psi fv/Fv' = 0.29 Bending(+) fb = 1393 Fb' = 2324 psi fb/Fb' = 0.60 Live Defl'n 0.31 = L/677 0.59 = L/360 in 0.53 Total Defl'n 0.73 = L/290 0.88 = L/240 in 0.83 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 0.968 0.999 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 Only the lesser of CL and CV is applied, as per NDS 5.3.6 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 – LC #3 = D + 0.75(L + S) Support 2 – LC #3 = D + 0.75(L + S) Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 4395, V design = 3810 (NDS 3.4.3.1(a)) lbs; M(+) = 19396 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 = 17.63' Le = 32.44' RB = 13.2 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 190 of 201 SF15 Oct.28,202407:30 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(2.00') psf Load3 Live Full Area 40.00(2.00') psf Load4 Dead Full Area 15.00(1.00') psf Load5 Snow Full Area 25.00(1.00') psf Load6 Dead Partial Area 0.14 3.89 15.00(4.00') psf Load7 Snow Partial Area 0.14 3.89 25.00(4.00') psf Load8 Dead Partial Area 8.97 12.56 15.00(4.00') psf Load9 Snow Partial Area 8.97 12.56 25.00(4.00') psf Load10 Dead Point 3.89 170 lbs Load11 Snow Point 3.89 258 lbs Load12 Dead Point 8.97 170 lbs Load13 Snow Point 8.97 258 lbs Self-weight Dead Full UDL 9.1 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 12.692' 12.554'0' Unfactored: Dead 1202 1203 Live 508 508 Snow 783 784 Factored: Total 2170 2171 Bearing: Capacity Beam 2170 2171 Support 2196 2197 Des ratio Beam 1.00 1.00 Support 0.99 0.99 Load comb #3 #3 Length 1.65 1.65 Min req'd 1.65 1.65 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.21 1.21 Fcp sup 625 625 SF15 LVLn-ply,1.8E,2600Fb,1-3/4"x18",1-ply Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:12.69';Clearspan:12.438';Volume = 2.8cu.ft. Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 78 Fv' = 328 psi fv/Fv' = 0.24 Bending(+) fb = 810 Fb' = 2828 psi fb/Fb' = 0.29 Live Defl'n 0.06 = < L/999 0.42 = L/360 in 0.15 Total Defl'n 0.18 = L/836 0.63 = L/240 in 0.29 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 285 1.15 - 1.00 - - - - 1.00 - 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 = 1635, V design = 1635 (NDS 3.4.3.1(a)) lbs; M(+) = 6376 lbs-ft EI = 1607.42e06 lb-in^2 GA = 3.72e06 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.SCL:Structuralcompositelumberdesignhasassumed:-dryserviceconditions-nopreservativeorfire-retardant treatment-nonotches 4.BUILT-UPSCL:Contactmanufacturerforconnectiondetailswhenside-loadedorwhenloadsarenotappliedequally toallplies. 5.SCL:Sheardeflectioniscalculatedusing truemodulusofelasticityEandshearmodulus G = E/16. Page 191 of 201 SF16 Oct.28,202407:30 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.07 4.82 15.00(5.00') psf Load2 Snow Partial Area 0.07 4.82 25.00(5.00') psf Load3 Dead Partial Area 4.82 16.07 15.00(3.00') psf Load4 Snow Partial Area 4.82 16.07 25.00(3.00') psf Load5 Dead Point 4.82 1155 lbs Load6 Live Point 4.82 427 lbs Load7 Snow Point 4.82 783 lbs Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 16.109' 16.054'0' Unfactored: Dead 1412 846 Live 300 127 Snow 1351 869 Factored: Total 2763 1716 Bearing: Capacity Beam 2763 1719 Support 2952 1836 Des ratio Beam 1.00 1.00 Support 0.94 0.93 Load comb #4 #4 Length 0.80 0.50* Min req'd 0.80 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports SF16 Timber-soft, D.Fir-L, No.1,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:16.13';Clearspan:16.0';Volume = 7.1cu.ft.;Beamorstringer Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 61 Fv' = 195 psi fv/Fv' = 0.31 Bending(+) fb = 1068 Fb' = 1521 psi fb/Fb' = 0.70 Live Defl'n 0.20 = L/978 0.54 = L/360 in 0.37 Total Defl'n 0.51 = L/375 0.80 = L/240 in 0.64 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 1350 1.15 1.00 1.00 0.980 1.000 - 1.00 1.00 1.00 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICALLOADCOMBINATIONS: Shear : LC #4 = D + S Bending(+): LC #4 = D + S Deflection: LC #4 = D + S (live) LC #4 = D + S (total) Bearing : Support 1 – LC #4 = D + S Support 2 – LC #4 = D + S Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 2763, V design = 2559 (NDS 3.4.3.1(a)) lbs; M(+) = 10790 lbs-ft EI = 1115.29e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" 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 192 of 201 SF17 Oct.28,202407:32 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial UDL 0.19 5.86 80.0 80.0 plf Load2 Dead Partial Area 0.19 5.86 12.00(7.00') psf Load3 Live Partial Area 0.19 5.86 40.00(7.00') psf Load4 Dead Partial Area 5.86 18.52 12.00(9.00') psf Load5 Live Partial Area 5.86 18.52 40.00(9.00') psf Load6 Dead Partial Area 0.19 5.86 15.00(4.00') psf Load7 Snow Partial Area 0.19 5.86 25.00(4.00') psf Load8 Dead Point 5.86 779 lbs Load9 Live Point 5.86 241 lbs Load10 Snow Point 5.86 539 lbs Load12 Earthquake Point 5.86 3808 lbs Load13 Dead Partial Area 0.19 5.86 15.00(3.00') psf Load14 Snow Partial Area 0.19 5.86 25.00(3.00') psf Load15 Dead Point 5.86 364 lbs Load16 Snow Point 5.86 570 lbs Load17 Dead Point 5.86 322 lbs Load18 Snow Point 5.86 463 lbs Self-weight Dead Full UDL 19.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 18.643' 18.486'0' Unfactored: Dead 2940 1768 Live 3078 3308 Snow 1917 647 Earthquake 2621 1187 Factored: Total 8062 5358 Bearing: Capacity Beam 8062 5358 Support 8281 5504 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #5 #5 Length 2.26 1.50 Min req'd 2.26 1.50 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF17 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x15" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:18.63';Clearspan:18.313';Volume = 10.7cu.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 = 97 Fv' = 265 psi fv/Fv' = 0.36 Bending(+) fb = 1557 Fb' = 2360 psi fb/Fb' = 0.66 Live Defl'n 0.49 = L/449 0.62 = L/360 in 0.80 Total Defl'n 0.87 = L/254 0.92 = L/240 in 0.94 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 0.984 - - 1.00 1.00 - 2 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 #2 = D + L 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 = 6018, V design = 5311 (NDS 3.4.3.1(a)) lbs; M(+) = 26765 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 193 of 201 SF18 Oct.28,202407:31 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Partial Area 0.07 2.24 15.00(7.00') psf Load3 Snow Partial Area 0.07 2.24 25.00(7.00') psf Load4 Dead Point 2.24 292 lbs Load5 Snow Point 2.24 456 lbs Load6 Dead Full Area 15.00(1.00') psf Load7 Snow Full Area 25.00(1.00') psf Load8 Dead Point 0.32 770 lbs Load9 Snow Point 0.32 1171 lbs Self-weight Dead Full UDL 9.8 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 4.53' 4.473'0' Unfactored: Dead 1277 487 Snow 1669 451 Factored: Total 2946 938 Bearing: Capacity Beam 2946 1719 Support 3147 1836 Des ratio Beam 1.00 0.55 Support 0.94 0.51 Load comb #2 #2 Length 0.86 0.50* Min req'd 0.86 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports SF18 Timber-soft, D.Fir-L, No.2,6x8(5-1/2"x7-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:4.5';Clearspan:4.438';Volume = 1.3cu.ft.;Postor timber Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 58 Fv' = 195 psi fv*/Fv' = 0.30 Bending(+) fb = 416 Fb' = 862 psi fb/Fb' = 0.48 Live Defl'n 0.01 = < L/999 0.15 = L/360 in 0.09 Total Defl'n 0.03 = < L/999 0.22 = L/240 in 0.13 *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 2 Fb'+ 750 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 2942, V design* = 1605 (NDS 3.4.3.1(a)) lbs; M(+) = 1787 lbs-ft EI = 251.36e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 194 of 201 SF19 Oct.28,202407:31 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(1.00') psf Load5 Snow Full Area 25.00(1.00') psf Load7 Dead Partial Area 0.16 6.16 15.00(4.00') psf Load8 Snow Partial Area 0.16 6.16 25.00(4.00') psf Load9 Dead Partial Area 6.16 10.24 15.00(11.50') psf Load10 Snow Partial Area 6.16 10.24 25.00(11.50') psf Load11 Dead Partial Area 10.24 11.16 15.00(17.00') psf Load12 Snow Partial Area 10.24 11.16 25.00(17.00') psf Load13 Dead Point 6.16 749 lbs Load14 Snow Point 6.16 1110 lbs Load15 Dead Point 10.24 915 lbs Load16 Snow Point 10.24 1314 lbs Load17 Dead Point 11.16 391 lbs Load18 Snow Point 11.16 636 lbs Self-weight Dead Full UDL 14.5 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 13.889' 13.694'0' Unfactored: Dead 2186 2852 Live 277 278 Snow 2281 3291 Factored: Total 4466 6143 Bearing: Capacity Beam 4466 6143 Support 4755 6540 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #4 #4 Length 1.96 2.70 Min req'd 1.96 2.70 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF19 Glulam-Unbalan.,WestSpecies,24F-V4DF,3-1/2"x18" Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:13.88';Clearspan:13.5';Volume = 6.1cu.ft.;12 laminations,3-1/2"maximumwidth, Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 140 Fv' = 305 psi fv/Fv' = 0.46 Bending(+) fb = 1395 Fb' = 2760 psi fb/Fb' = 0.51 Live Defl'n 0.13 = < L/999 0.46 = L/360 in 0.28 Total Defl'n 0.29 = L/560 0.68 = L/240 in 0.43 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 1.000 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 = 5894, V design = 5894 (NDS 3.4.3.1(a)) lbs; M(+) = 21966 lbs-ft EI = 3061.75e06 lb-in^2 "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.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 195 of 201 F1 Oct.24,202408:43 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(16.0") psf Load2 Live Full Area 40.00(16.0") psf Self-weight Dead Full UDL 2.9 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 13.635' 13.568'0' Unfactored: Dead 129 129 Live 364 364 Factored: Total 492 492 Bearing: Capacity Joist 492 492 Support 949 949 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.81 0.81 Min req'd 0.81 0.81 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 F1 Lumber-soft, Hem-Fir, No.2,2x10(1-1/2"x9-1/4") Supports:All-Timber-softBeam, D.Fir-L No.2 Floorjoist spacedat16.0" c/c; Totallength:13.63'; Clear span:13.5';Volume=1.3 cu.ft. Lateral support: top= continuous,bottom=at supports; Repetitive factor:appliedwherepermitted(refer toonlinehelp); ThissectionPASSESthedesigncodecheck. Analysisvs.Allowable StressandDeflection using NDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 47 Fv' = 150 psi fv/Fv' = 0.31 Bending(+) fb = 932 Fb' = 1075 psi fb/Fb' = 0.87 Live Defl'n 0.32 = L/514 0.45 = L/360 in 0.70 Total Defl'n 0.48 = L/336 0.68 = L/240 in 0.71 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 = 490, V design = 432 (NDS 3.4.3.1(a)) lbs; M(+) = 1661 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 196 of 201 F2 Oct.24,202408:44 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(9.17') psf Load2 Live Full Area Yes 40.00(9.17') psf Self-weight Dead Full UDL No 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.25' 10.542' 10.5'0' Unfactored: Dead 234 773 234 Live 850 2407 850 Factored: Total 1084 3180 1084 Bearing: Capacity Beam 1094 3692 1094 Support 1211 3180 1211 Des ratio Beam 0.99 0.86 0.99 Support 0.90 1.00 0.90 Load comb #3 #2 #4 Length 0.50* 1.31 0.50* Min req'd 0.50* 1.31** 0.50* Cb 1.00 1.29 1.00 Cb min 1.00 1.29 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F2 Lumber-soft, D.Fir-L, No.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength: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 = 55 Fv' = 180 psi fv/Fv' = 0.31 Bending(+) fb = 286 Fb' = 1061 psi fb/Fb' = 0.27 Bending(-) fb = 401 Fb' = 1061 psi fb/Fb' = 0.38 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 = 1590, V design = 1192 (NDS 3.4.3.1(a)) lbs M(+) = 1191 lbs-ft; M(-) = 1669 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 197 of 201 F3 Oct.24,202408:45 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(1.33') psf Load2 Live Full Area 40.00(1.33') psf Load3 Dead Point 5.05 149 lbs Load4 Live Point 5.05 433 lbs Load5 Dead Point 9.63 159 lbs Load6 Live Point 9.63 465 lbs Self-weight Dead Full UDL 5.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 10.135' 10.067'0' Unfactored: Dead 191 336 Live 507 930 Factored: Total 699 1266 Bearing: Capacity Beam 699 1266 Support 1213 2198 Des ratio Beam 1.00 1.00 Support 0.58 0.58 Load comb #2 #2 Length 0.58 1.04 Min req'd 0.58 1.04 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.12 1.12 Fcp sup 625 625 F3 Lumbern-ply, Hem-Fir, No.2,2x10,2-ply(3"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:10.13';Clearspan:10.0';Volume = 2.0cu.ft. Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 50 Fv' = 150 psi fv*/Fv' = 0.33 Bending(+) fb = 717 Fb' = 935 psi fb/Fb' = 0.77 Live Defl'n 0.12 = < L/999 0.34 = L/360 in 0.35 Total Defl'n 0.18 = L/654 0.50 = L/240 in 0.37 *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' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + 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 = 1263, V design* = 928 (NDS 3.4.3.1(a)) lbs; M(+) = 2557 lbs-ft EI = 128.61e06 lb-in^2/ply "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. 4.BUILT-UPBEAMS:itisassumed thateachplyisasinglecontinuousmember(thatis,nobuttjointsarepresent)and thateachplyisequally top-loaded.Wherebeamsareside-loaded,specialfasteningdetailsmayberequired. Page 198 of 201 F4 Oct.24,202408:46 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 12.00(10.50') psf Load2 Live Full Area Yes 40.00(10.50') psf Load3 Dead Partial Area No 0.07 5.40 12.00(12.00') psf Load4 Live Partial Area Yes 0.07 5.40 40.00(12.00') psf Load5 Dead Point No 0.07 280 lbs Load6 Live Point Yes 0.07 898 lbs Load7 Dead Point No 5.40 440 lbs Load8 Live Point Yes 5.40 1410 lbs Self-weight Dead Full UDL No 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.25' 11.183' 11.083'0' Unfactored: Dead 875 1843 264 Live 3012 5908 1075 Factored: Total 3887 7750 1339 Bearing: Capacity Beam 3887 7821 1339 Support 4303 7750 1482 Des ratio Beam 1.00 0.99 1.00 Support 0.90 1.00 0.90 Load comb #3 #2 #4 Length 1.78 3.20 0.61 Min req'd 1.78 3.20** 0.61 Cb 1.00 1.12 1.00 Cb min 1.00 1.12 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F4 Lumber-soft, D.Fir-L, No.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:11.19';Clearspan:5.063',5.688';Volume = 2.5cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 122 Fv' = 180 psi fv/Fv' = 0.68 Bending(+) fb = 727 Fb' = 1059 psi fb/Fb' = 0.69 Bending(-) fb = 760 Fb' = 1059 psi fb/Fb' = 0.72 Live Defl'n 0.03 = < L/999 0.17 = L/360 in 0.17 Total Defl'n 0.04 = < L/999 0.26 = L/240 in 0.15 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.981 1.200 - 1.00 1.00 1.00 3 Fb'- 900 1.00 1.00 1.00 0.981 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 = 3694, V design = 2641 (NDS 3.4.3.1(a)) lbs M(+) = 3023 lbs-ft; M(-) = 3163 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 = 11.06' Le = 20.38' RB = 13.6; Lu based on full length Lateral stability(-): Lu = 11.06' Le = 20.38' RB = 13.6; 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 199 of 201 F5 Oct.24,202408:48 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(16.0") psf Load2 Live Full Area 60.00(16.0") psf Self-weight Dead Full UDL 2.2 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.083' 6.042'0' Unfactored: Dead 55 55 Live 243 243 Factored: Total 299 299 Bearing: Capacity Joist 304 304 Support 586 586 Des ratio Joist 0.98 0.98 Support 0.51 0.51 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports F5 Lumber-soft, Hem-Fir, No.2,2x8(1-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Floorjoistspacedat16.0"c/c; Totallength:6.06';Clearspan:6.0';Volume = 0.5cu.ft. Incised;Lateralsupport: top = continuous,bottom = atsupports;Repetitivefactor:appliedwherepermitted(refer toonlinehelp); ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 32 Fv' = 120 psi fv/Fv' = 0.27 Bending(+) fb = 409 Fb' = 938 psi fb/Fb' = 0.44 Live Defl'n 0.04 = < L/999 0.20 = L/360 in 0.20 Total Defl'n 0.05 = < L/999 0.30 = L/240 in 0.18 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 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 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 = 297, V design = 235 (NDS 3.4.3.1(a)) lbs; M(+) = 448 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" 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 200 of 201 F6 Oct.24,202408:48 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(6.00') psf Load2 Live Full Area 60.00(6.00') psf Self-weight Dead Full UDL 5.2 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.158' 6.079'0' Unfactored: Dead 238 238 Live 1109 1109 Factored: Total 1346 1346 Bearing: Capacity Beam 1346 1346 Support 2300 2300 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #2 #2 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 F6 Lumber-soft, Hem-Fir, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.19';Clearspan:6.0';Volume = 1.1cu.ft. Incised;Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 62 Fv' = 120 psi fv/Fv' = 0.52 Bending(+) fb = 791 Fb' = 876 psi fb/Fb' = 0.90 Live Defl'n 0.08 = L/905 0.20 = L/360 in 0.40 Total Defl'n 0.11 = L/684 0.30 = L/240 in 0.35 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 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 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 = 1329, V design = 1048 (NDS 3.4.3.1(a)) lbs; M(+) = 2020 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 = 6.06' Le = 11.75' RB = 9.1 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 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