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Engineering Calcs
P.O. BOX 108, MILTON, WA 98354 Phone (253) 344-1666 ENGINEERING, PLLC PHILLIPS STRUCTURAL ORIGINAL STAMP MUST BE RED TO BE VALID NOV. 19, 2024 11/19/2024 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 79 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2509-SHEAR(A).wswu Nov.13,202413:46:19 -10'-5'0'5'10'15'20'25'30'35'40'45' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' F-1 A-1 B-1 C-1 E-1 D-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 3 of 79 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2509-SHEAR(A).wswu Nov.13,202413:46:19 -10'-5'0'5'10'15'20'25'30'35'40'45' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' F-1 A-2 A-1 B-1 D-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 4 of 79 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 L2M-2509-SHEAR(A).wswu Nov.13,202413:46:34 Project Information DESIGNSETTINGS DesignCode IBC 2021/AWC SDPWS 2021 WindStandard ASCE 7-16 Directional (All heights) SeismicStandard ASCE 7-16 LoadCombinations ForDesignandMWFRSDeflection 0.7 Seismic 0.6 Basic wind ForDeflection(Wind:Serviceability) 1.0 Seismic 1.0 MRI wind BuildingCodeCapacityModification Wind Seismic 1.00 1.00 ServiceConditionsandLoadDuration Duration Factor - Temperature Range - MoistureContent Fabrication Service - - MaxShearwallOffset[ft] Plan (withinstory) 4.00 Elevation (betweenstories) 2.06 MaximumHeight-to-widthRatio Woodpanels Blocked Unblocked Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 2.0 - - - - - Ignoreshearresistancecontributionof... Wallsegments Seismic Don't ignore Any gypsum, lumber,fiberboard Forcesbasedon... Hold-downs Applied loads Dragstruts Applied loads Shearwallrelativerigidity:Wall capacity Non-identical materialsandconstructionontheshearline:Notallowed DeflectionEquation:Nodeflection analysis Drift limitforwinddesign:1 /500 story height FTAOstrap:Continuous at top of highestopening and bottom of lowest Dead load inchordforceforoverturningdesign Tensionend Compressionend Whencompletelycounteractsoverturning Wall length / 2 Wall length / 2 Wall length / 2 SITE INFORMATION RiskCategory Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure DesignWindSpeed 110mph Exposure Exposure B Enclosure Partially enclosed StructureType Regular BuildingSystem Bearing Wall DesignCategory D SiteClass D Topographic Information[ft] Shape - Height - Length - SiteLocation: - Elev: 0ft Rigid building - Static analysis SpectralResponseAcceleration S1:0.500g Ss:1.510g FundamentalPeriod E-W N-S TUsed 0.206s 0.206s ApproximateTa 0.206s 0.206s Maximum T 0.288s 0.288s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.80Case 2 N-S loadsE-Wloads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16psf 8 psf ServiceabilityWindSpeed 100mph 1 Page 5 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 20.02 0.0 Level2 12.02 1'-6.0 8.00 Level1 1.52 9.3 9.00 Foundation 0.75 BLOCKandROOF INFORMATION Block RoofPanels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story E-W Ridge LocationX,Y =0.00 8.00 North Side 18.0 1.00 ExtentX,Y =30.00 48.00 South Side 18.0 1.00 RidgeYLocation,Offset 32.00 0.00 East Gable 90.0 1.00 RidgeElevation,Height 27.82 7.80 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =0.00 3.50 North Joined 162.0 1.00 ExtentX,Y =19.00 4.50 South Gable 90.0 1.00 RidgeXLocation,Offset 9.50 0.00 East Side 27.0 1.00 RidgeElevation,Height 24.86 4.84 West Side 27.0 1.00 Block 3 2 Story N-S Ridge LocationX,Y =7.00 2.00 North Joined 90.0 1.00 ExtentX,Y =12.00 1.50 South Gable 90.0 1.00 RidgeXLocation,Offset 13.00 0.00 East Side 27.0 1.00 RidgeElevation,Height 23.08 3.06 West Side 27.0 1.00 2 Page 6 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in lbs/in in in 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 6 12 Y 1,3 2 1 StructShOSB 24/16 7/16 --Vert 83500 8d Common N 4 12 Y 1,2,3 Legend: Grp–WallDesignGroupnumber,usedtoreferencewall inother tables(createdbyprogram) Surf–Exterioror interiorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.3C Thick–Nominalpanel thickness GU-Gypsumunderlay thickness Ply–Numberofplies(or layers) inconstructionofplywoodsheets Or–Orientation of longerdimension of sheathingpanelsor lumberplanks.Dbl. = Doublediagonal. Gvtv–Shearstiffness in lb/in.ofdepth fromSDPWSTablesC4.2.3A-B Type–Fastener type fromSDPWSTables4.3A-D: Common:commonwirenail;Box:galvanizedboxnail;Casing:casing nail;Roof:galvanizedroofingnail;Cooler:coolernail;WBoard:wallboard nail;Screw:drywallscrew;Gauge:nailmeasuredbygauge;Galv:galvanizedgaugenail;GWB:Gypsumwallboardbluednail Size-FromTables4.3A-DandTableA1;shown inWall Input fastenerdropdown Commonnails:6d = 0.113x2”,8d = 0.131x2.5”,10d =0.148x3”,12d = 0.148x3.5” Boxorcasing nails:6d = 0.099x2”,8d = 0.113x2.5”,10d =0.128x3”,12d = 0.126x3.5” Gauge,roofingandGWBnails:13ga= 0.92”x1-1/8”;11ga = 0.120”x1-1/8”(GWBnail forgypsum lath&plaster),1-1/4”(gyp.L&P),1-1/2” (wire lath&plaster,1/2” fiberboard ,1/2”GWB),1-3/4”(GSB,5/8”GWB,25/32” fiberboard,2-plyGWBbase),2-3/8”(2-plyGWB face) Coolerorwallboardnail:5d = .086”x1-5/8”;6d = .092”x1-7/8”;8d = .113”x2-3/8”;6/8d = 6dbaseply,8d faceply for2-plyGWB. Drywallscrews:No.6,1-1/4” long. RS–Ring-shanknails(non-shearwallsonly),with increasedwithdrawalcapacityasperNDS12.2.3.2. Eg–Paneledge fastenerspacing.For lumbersheathing,no.ofnailsperboardatshearwallboundary.For2-plyGWB,spacing of all nails inface ply. Fd–Fieldspacing interior topanels.For lumbersheathing,no.ofnailsperboardat interiorstuds.For2-plyGWB,spacing of all nails in faceply. Bk–Sheathing isnailed toblocking at allpaneledges;Y(es)orN(o) ApplyNotes–Notesbelow table legendwhichapply tosheathingside Notes: 1.Capacityhasbeenreducedforframingspecificgravityaccording toSDPWSTable4.3ANote3.Afactorof0.93 isappliedforHem.-Firframing and 0.92forS.-P.-F.ForothermaterialswithspecificgravityG less than0.5, it isG + 0.5. 2.Framing at adjoining panel edgesmustbe3"nominalorwiderwithstaggerednailingaccording toSDPWS4.3.7.1(5) 3.Shearcapacityforcurrentdesign hasbeen increased to thevaluefor15/32"sheathingwithsamenailingbecausestudspacing is16"max.or panelorientation ishorizontal.SeeSDPWSTable4.3ANote2. FRAMINGMATERIALSandSTANDARDWALLbyWALLGROUP Wall Species Grade b d Spcg SG E Fcp StandardWall Grp in in in psi^6 1 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 2 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 Legend: WallGrp–WallDesignGroup b–Studbreadth(thickness) d–Studdepth(width) Spcg–Maximum on-centrespacing of studs fordesign, actualspacing maybe less. SG–Specificgravity E–Modulusofelasticity StandardWall-Standardwalldesignedasgroup. Fcp-Compressivestrengthperpendicular tograin Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. Thefollowingfactorsareapplied toFcpforcompressivedesign and deformationunderwallsegmentendstuds : BearingareafactorCbfromNDS3.10.4,underwindowopenings. 3 Page 7 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 SHEARLINE,WALLandOPENINGDIMENSIONS North-south Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group X[ft]Start End [ft][ft]Ratio [ft]S N Line 1 Level 2 Line 1 1 0.00 3.50 56.00 52.50 40.75 -8.00 -- Wall 1-1 Seg 1 0.00 3.50 56.00 52.50 40.75 -- 22 Segment 1 --3.50 25.75 22.25 22.00 0.36 - 22 Opening 1 --25.75 30.75 5.00 --5.00 22 Segment 2 --30.75 49.25 18.50 18.25 0.43 - 22 Opening 2 --49.25 54.25 5.00 --5.00 22 Segment 3 --54.25 56.00 1.75 -4.57 - 22 Level 1 Line 1 1 0.00 0.00 48.75 48.75 40.75 -9.00 -- Wall 1-1 Seg 1 0.00 0.00 48.75 48.75 40.75 -- 22 Segment 1 --0.00 13.50 13.50 13.25 0.67 - 22 Opening 1 --13.50 16.50 3.00 --5.00 22 Segment 2 --16.50 24.00 7.50 7.25 1.20 - 22 Opening 2 --24.00 29.00 5.00 --5.00 22 Segment 3 --29.00 48.75 19.75 19.50 0.46 - 22 Line 2 Level 2 Line 2 NSW 7.00 2.00 56.00 54.00 0.00 -8.00 -- Wall 2-1 NSW 7.00 2.00 3.50 1.50 0.00 1.00 - 22 Level 1 Line 2 NSW 7.00 2.00 56.00 54.00 0.00 -9.00 -- Wall 2-1 NSW 10.00 48.75 56.00 7.25 0.00 1.00 - 22 Line 3 Level 2 Line 3 NSW 19.00 0.00 13.00 13.00 0.00 -8.00 -- Wall 3-1 NSW 19.00 2.00 8.00 6.00 0.00 1.00 - 22 Level 1 Line 3 NSW 19.00 0.00 13.00 13.00 0.00 -9.00 -- Wall 3-1 NSW 19.00 0.00 13.00 13.00 0.00 1.00 - 22 Line 4 Level 1 Line 4 NSW 23.75 11.00 13.00 2.00 0.00 -9.00 -- Wall 4-1 NSW 23.75 11.00 13.00 2.00 0.00 1.00 - 22 Line 5 Level 2 Line 5 1 30.00 8.00 56.00 48.00 35.75 -8.00 -- Wall 5-1 Seg 1 30.00 8.00 56.00 48.00 35.75 -- 22 Segment 1 --8.00 21.50 13.50 13.25 0.59 - 22 Opening 1 --21.50 33.75 12.25 --5.00 22 Segment 2 --33.75 56.00 22.25 22.00 0.36 - 22 Level 1 Line 5 1 30.00 11.00 56.00 45.00 25.50 -9.00 -- Wall 5-1 Seg 1 30.00 11.00 56.00 45.00 25.50 -- 22 Segment 1 --11.00 21.50 10.50 10.25 0.86 - 22 Opening 1 --21.50 41.00 19.50 --5.00 22 Segment 2 --41.00 56.00 15.00 14.75 0.60 - 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 1 2.55 0.00 19.00 19.00 10.00 -8.00 -- Wall A-1 Seg 1 3.50 0.00 7.00 7.00 3.00 -- 22 Segment 1 --0.00 3.00 3.00 2.75 2.67 - 22 Opening 1 --3.00 5.00 2.00 --5.00 22 Segment 2 --5.00 7.00 2.00 -4.00 - 22 Wall A-2 Seg 1 2.00 7.00 19.00 12.00 7.00 -- 22 Segment 1 --7.00 10.50 3.50 3.25 2.29 - 22 Opening 1 --10.50 15.50 5.00 --5.00 22 Segment 2 --15.50 19.00 3.50 3.25 2.29 - 22 Level 1 Line A 1 0.00 0.00 19.00 19.00 8.00 -9.00 -- Wall A-1 Seg 1 0.00 0.00 19.00 19.00 8.00 -- 22 Segment 1 --0.00 8.00 8.00 7.75 1.12 - 22 Opening 1 --8.00 18.00 10.00 --5.00 22 Segment 2 --18.00 19.00 1.00 -9.00 - 22 Line B Level 2 Line B 1 8.00 0.00 30.00 30.00 6.00 -8.00 -- 4 Page 8 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Wall B-1 Seg 1 8.00 19.00 30.00 11.00 6.00 --2 2 Segment 1 --19.00 21.75 2.75 2.50 2.91 - 22 Opening 1 --21.75 26.75 5.00 --4.00 22 Segment 2 --26.75 30.00 3.25 3.00 2.46 - 22 Level 1 Line B NSW 8.00 19.00 30.00 11.00 0.00 -9.00 -- Wall B-1 NSW 11.00 23.75 30.00 6.25 0.00 1.00 - 22 Line C Level 1 Line C NSW 13.00 19.00 23.75 4.75 0.00 -9.00 -- Wall C-1 NSW 13.00 19.00 23.75 4.75 0.00 1.00 - 22 Line D Level 2 Line D Seg 1 21.25 0.00 30.00 30.00 10.50 -8.00 -- Wall D-1 Seg 1 21.25 18.75 29.50 10.75 10.50 0.74 - 22 Level 1 Line D Seg 2 21.00 0.00 30.00 30.00 14.75 -9.00 -- Wall D-1 Seg 2 21.00 0.50 15.50 15.00 14.75 0.60 - 22 Line E Level 1 Line E NSW 48.75 0.00 10.00 10.00 0.00 -9.00 -- Wall E-1 NSW 48.75 0.00 10.00 10.00 0.00 1.00 - 22 Line F Level 2 Line F 1 56.00 0.00 30.00 30.00 17.75 -8.00 -- Wall F-1 Seg 1 56.00 0.00 30.00 30.00 17.75 -- 22 Segment 1 --0.00 1.25 1.25 -6.40 - 22 Opening 1 --1.25 4.25 3.00 --5.00 22 Segment 2 --4.25 17.25 13.00 12.75 0.62 - 22 Opening 2 --17.25 25.25 8.00 --5.00 22 Segment 3 --25.25 30.00 4.75 4.50 1.68 - 22 Level 1 Line F 1 56.00 10.00 30.00 20.00 12.00 -9.00 -- Wall F-1 Seg 1 56.00 10.00 30.00 20.00 12.00 -- 22 Segment 1 --10.00 16.00 6.00 5.75 1.50 - 22 Opening 1 --16.00 24.00 8.00 --5.00 22 Segment 2 --24.00 30.00 6.00 5.75 1.50 - 22 Legend: Type–Seg:Segmented,Prf:Perforated,FT:FTAO(force transferaroundopenings),NSW:Non-shearwall,NW:Non-wood/Proprietary,ND:Not designed Location–Position in structureperpendicular towall Length–Shear line:Distancebetweenexteriorperpendicularwallsdefining theshear lineextent Wall,segment,oropening:End-to-end lengthof theelement FHS–Dependingonelement,showsdifferentdefinitionsof full-heightsheathing length(FHS): Shearlineswith multiple walls,segmentedwalls,orFTAOwalls:Totalshear-resistingFHS Individualwallsegmentsorwallswithoutopenings:Distancebetweenhold-downsbeff Perforatedwalls:Sumof factoredsegment lengthsbidefined inSDPWS4.3.5.6 AspectRatio–Ratioofwallheight tosegment length(h/b); forFTAOwalls, theaspectratioof thecentralpier WallGroup–Walldesign groupdefinedinSheathingandFramingMaterials tables,where it showsassociatedStandardWall Studs:Numberofendstudsat thesouthandnorthorwestandeastendsofawallsegmentoraperforatedorFTAOwall. If twowallgroupnumbers listed, theyare forrigid diaphragmand flexible diaphragmdesign. 5 Page 9 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 Loads WINDSHEARLOADS(asenteredorgenerated) Level 2 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall MinW->EWind Line 2.00 3.50 32.0 Block 1 WWall 1 W->EWind Line 2.00 3.50 43.4 Block 1 WWall MinW->EWind Line 3.50 56.00 32.0 Block 1 WWall 1 W->EWind Line 3.50 56.00 43.4 Block 1 WL Gable 1 W->EWind Line 8.00 32.00 0.0 90.2 Block 1 WL Gable MinW->EWind Line 8.00 32.00 0.0 62.4 Block 1 WR Gable 1 W->EWind Line 32.00 56.00 90.2 0.0 Block 1 WR Gable MinW->EWind Line 32.00 56.00 62.4 0.0 Block 1 EWall 1 W->E Lee Line 2.00 8.00 29.4 Block 1 EWall MinW->E Lee Line 2.00 8.00 32.0 Block 1 EWall MinW->E Lee Line 8.00 56.00 32.0 Block 1 EWall 1 W->E Lee Line 8.00 56.00 29.4 Block 1 EL Gable 1 W->E Lee Line 8.00 32.00 0.0 57.3 Block 1 EL Gable MinW->E Lee Line 8.00 32.00 0.0 62.4 Block 1 ER Gable MinW->E Lee Line 32.00 56.00 62.4 0.0 Block 1 ER Gable 1 W->E Lee Line 32.00 56.00 57.3 0.0 Block 1 WWall MinE->W Lee Line 2.00 3.50 32.0 Block 1 WWall 1 E->W Lee Line 2.00 3.50 29.4 Block 1 WWall 1 E->W Lee Line 3.50 56.00 29.4 Block 1 WWall MinE->W Lee Line 3.50 56.00 32.0 Block 1 WL Gable MinE->W Lee Line 8.00 32.00 0.0 62.4 Block 1 WL Gable 1 E->W Lee Line 8.00 32.00 0.0 57.3 Block 1 WR Gable MinE->W Lee Line 32.00 56.00 62.4 0.0 Block 1 WR Gable 1 E->W Lee Line 32.00 56.00 57.3 0.0 Block 1 EWall 1 E->WWind Line 2.00 8.00 43.4 Block 1 EWall MinE->WWind Line 2.00 8.00 32.0 Block 1 EWall 1 E->WWind Line 8.00 56.00 43.4 Block 1 EL Gable MinE->WWind Line 8.00 32.00 0.0 62.4 Block 1 EWall MinE->WWind Line 8.00 56.00 32.0 Block 1 EL Gable 1 E->WWind Line 8.00 32.00 0.0 90.2 Block 1 ER Gable MinE->WWind Line 32.00 56.00 62.4 0.0 Block 1 ER Gable 1 E->WWind Line 32.00 56.00 90.2 0.0 Block 1 SRoof 1 S->NWind Line -1.00 31.00 -8.4 Block 1 SRoof MinS->NWind Line -1.00 31.00 32.5 Block 1 SWall MinS->NWind Line 0.00 7.00 32.0 Block 1 SWall 1 S->NWind Line 0.00 7.00 43.4 Block 1 SWall MinS->NWind Line 7.00 19.00 32.0 Block 1 SWall 1 S->NWind Line 7.00 19.00 43.4 Block 1 SWall MinS->NWind Line 19.00 30.00 32.0 Block 1 SWall 1 S->NWind Line 19.00 30.00 43.4 Block 1 NRoof MinS->N Lee Line -1.00 31.00 32.5 Block 1 NRoof 1 S->N Lee Line -1.00 31.00 66.9 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 SRoof 1 N->S Lee Line -1.00 31.00 66.9 Block 1 SRoof MinN->S Lee Line -1.00 31.00 32.5 Block 1 SWall 1 N->S Lee Line 0.00 7.00 22.3 Block 1 SWall MinN->S Lee Line 0.00 7.00 32.0 Block 1 SWall 1 N->S Lee Line 7.00 19.00 22.3 Block 1 SWall MinN->S Lee Line 7.00 19.00 32.0 Block 1 SWall 1 N->S Lee Line 19.00 30.00 22.3 Block 1 SWall MinN->S Lee Line 19.00 30.00 32.0 Block 1 NRoof 1 N->SWind Line -1.00 31.00 -8.4 Block 1 NRoof MinN->SWind Line -1.00 31.00 32.5 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 30.00 43.4 Block 2 WCtr Roof 1 W->EWind Line 2.50 6.43 6.2 Block 2 WCtr Roof MinW->EWind Line 2.50 6.43 21.4 Block 2 WR Roof MinW->EWind Line 6.43 22.90 21.4 0.0 Block 2 WR Roof 1 W->EWind Line 6.43 22.90 6.2 0.0 Block 2 ECtr Roof 1 W->E Lee Line 2.50 6.43 46.3 Block 2 ECtr Roof MinW->E Lee Line 2.50 6.43 21.4 Block 2 ER Roof 1 W->E Lee Line 6.43 22.90 46.3 0.0 Block 2 ER Roof MinW->E Lee Line 6.43 22.90 21.4 0.0 Block 2 WCtr Roof 1 E->W Lee Line 2.50 6.43 46.3 Block 2 WCtr Roof MinE->W Lee Line 2.50 6.43 21.4 Block 2 WR Roof 1 E->W Lee Line 6.43 22.90 46.3 0.0 Block 2 WR Roof MinE->W Lee Line 6.43 22.90 21.4 0.0 Block 2 E Ctr Roof 1 E->W Wind Line 2.50 6.43 6.2 6 Page 10 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 E Ctr Roof Min E->W Wind Line 2.50 6.43 21.4 Block 2 ER Roof MinE->WWind Line 6.43 22.90 21.4 0.0 Block 2 ER Roof 1 E->WWind Line 6.43 22.90 6.2 0.0 Block 2 SL Gable 1 S->NWind Line 0.00 9.50 0.0 55.3 Block 2 SL Gable MinS->NWind Line 0.00 9.50 0.0 38.7 Block 2 SR Gable MinS->NWind Line 9.50 19.00 38.7 0.0 Block 2 SR Gable 1 S->NWind Line 9.50 19.00 55.3 0.0 Block 2 SL Gable MinN->S Lee Line 0.00 9.50 0.0 38.7 Block 2 SL Gable 1 N->S Lee Line 0.00 9.50 0.0 34.9 Block 2 SR Gable 1 N->S Lee Line 9.50 19.00 34.9 0.0 Block 2 SR Gable MinN->S Lee Line 9.50 19.00 38.7 0.0 Block 3 WRoof MinW->EWind Line 1.00 3.50 14.3 Block 3 WRoof 1 W->EWind Line 1.00 3.50 4.1 Block 3 ERoof MinW->E Lee Line 1.00 3.50 14.3 Block 3 ERoof 1 W->E Lee Line 1.00 3.50 30.5 Block 3 WRoof MinE->W Lee Line 1.00 3.50 14.3 Block 3 WRoof 1 E->W Lee Line 1.00 3.50 30.5 Block 3 ERoof 1 E->WWind Line 1.00 3.50 4.1 Block 3 ERoof MinE->WWind Line 1.00 3.50 14.3 Block 3 SL Gable MinS->NWind Line 7.00 13.00 0.0 24.5 Block 3 SL Gable 1 S->NWind Line 7.00 13.00 0.0 34.6 Block 3 SR Gable 1 S->NWind Line 13.00 19.00 34.6 0.0 Block 3 SR Gable MinS->NWind Line 13.00 19.00 24.5 0.0 Block 3 SL Gable 1 N->S Lee Line 7.00 13.00 0.0 21.8 Block 3 SL Gable MinN->S Lee Line 7.00 13.00 0.0 24.5 Block 3 SR Gable MinN->S Lee Line 13.00 19.00 24.5 0.0 Block 3 SR Gable 1 N->S Lee Line 13.00 19.00 21.8 0.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall MinW->EWind Line 0.00 48.75 48.0 Block 1 WWall 1 W->EWind Line 0.00 48.75 61.7 Block 1 WWall MinW->EWind Line 2.00 3.50 32.0 Block 1 WWall 1 W->EWind Line 2.00 3.50 41.3 Block 1 WWall MinW->EWind Line 3.50 56.00 32.0 Block 1 WWall 1 W->EWind Line 3.50 56.00 41.3 Block 1 WWall MinW->EWind Line 11.00 13.00 48.0 Block 1 WWall 1 W->EWind Line 11.00 13.00 61.7 Block 1 WWall 1 W->EWind Line 48.75 56.00 61.7 Block 1 WWall MinW->EWind Line 48.75 56.00 48.0 Block 1 EWall 1 W->E Lee Line 0.00 13.00 44.1 Block 1 EWall MinW->E Lee Line 0.00 13.00 48.0 Block 1 EWall 1 W->E Lee Line 2.00 8.00 29.4 Block 1 EWall MinW->E Lee Line 2.00 8.00 32.0 Block 1 EWall 1 W->E Lee Line 8.00 56.00 29.4 Block 1 EWall MinW->E Lee Line 8.00 56.00 32.0 Block 1 EWall 1 W->E Lee Line 11.00 56.00 44.1 Block 1 EWall MinW->E Lee Line 11.00 56.00 48.0 Block 1 WWall 1 E->W Lee Line 0.00 48.75 44.1 Block 1 WWall MinE->W Lee Line 0.00 48.75 48.0 Block 1 WWall 1 E->W Lee Line 2.00 3.50 29.4 Block 1 WWall MinE->W Lee Line 2.00 3.50 32.0 Block 1 WWall 1 E->W Lee Line 3.50 56.00 29.4 Block 1 WWall MinE->W Lee Line 3.50 56.00 32.0 Block 1 WWall MinE->W Lee Line 11.00 13.00 48.0 Block 1 WWall 1 E->W Lee Line 11.00 13.00 44.1 Block 1 WWall MinE->W Lee Line 48.75 56.00 48.0 Block 1 WWall 1 E->W Lee Line 48.75 56.00 44.1 Block 1 EWall MinE->WWind Line 0.00 13.00 48.0 Block 1 EWall 1 E->WWind Line 0.00 13.00 61.7 Block 1 EWall MinE->WWind Line 2.00 8.00 32.0 Block 1 EWall 1 E->WWind Line 2.00 8.00 41.3 Block 1 EWall MinE->WWind Line 8.00 56.00 32.0 Block 1 EWall 1 E->WWind Line 8.00 56.00 41.3 Block 1 EWall MinE->WWind Line 11.00 56.00 48.0 Block 1 EWall 1 E->WWind Line 11.00 56.00 61.7 Block 1 SWall MinS->NWind Line 0.00 7.00 32.0 Block 1 SWall 1 S->NWind Line 0.00 7.00 41.3 Block 1 SWall 1 S->NWind Line 0.00 19.00 61.7 Block 1 SWall MinS->NWind Line 0.00 19.00 48.0 Block 1 SWall 1 S->NWind Line 7.00 19.00 41.3 Block 1 S Wall Min S->N Wind Line 7.00 19.00 32.0 7 Page 11 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 S Wall 1 S->N Wind Line 19.00 30.00 41.3 Block 1 SWall MinS->NWind Line 19.00 23.75 48.0 Block 1 SWall 1 S->NWind Line 19.00 23.75 61.7 Block 1 SWall MinS->NWind Line 19.00 30.00 32.0 Block 1 SWall 1 S->NWind Line 23.75 30.00 61.7 Block 1 SWall MinS->NWind Line 23.75 30.00 48.0 Block 1 NWall 1 S->N Lee Line 0.00 10.00 33.5 Block 1 NWall MinS->N Lee Line 0.00 10.00 48.0 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 NWall MinS->N Lee Line 10.00 30.00 48.0 Block 1 NWall 1 S->N Lee Line 10.00 30.00 33.5 Block 1 SWall 1 N->S Lee Line 0.00 7.00 22.3 Block 1 SWall MinN->S Lee Line 0.00 7.00 32.0 Block 1 SWall 1 N->S Lee Line 0.00 19.00 33.5 Block 1 SWall MinN->S Lee Line 0.00 19.00 48.0 Block 1 SWall 1 N->S Lee Line 7.00 19.00 22.3 Block 1 SWall MinN->S Lee Line 7.00 19.00 32.0 Block 1 SWall 1 N->S Lee Line 19.00 23.75 33.5 Block 1 SWall 1 N->S Lee Line 19.00 30.00 22.3 Block 1 SWall MinN->S Lee Line 19.00 30.00 32.0 Block 1 SWall MinN->S Lee Line 19.00 23.75 48.0 Block 1 SWall 1 N->S Lee Line 23.75 30.00 33.5 Block 1 SWall MinN->S Lee Line 23.75 30.00 48.0 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 30.00 41.3 Block 1 NWall 1 N->SWind Line 0.00 10.00 61.7 Block 1 NWall MinN->SWind Line 0.00 10.00 48.0 Block 1 NWall 1 N->SWind Line 10.00 30.00 61.7 Block 1 NWall MinN->SWind Line 10.00 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 loadswithpositivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardor leewardside of thebuilding for loads ingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start = intensityofuniformandpoint loadsor leftmost intensityof trapezoidal load,End = right intensityof trap load TribHt-Tributaryheightofarea loadsonly Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.60 towind loads beforedistributing them to the shearlines. 8 Page 12 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 BUILDINGMASSES Level 2 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 1 1 Line 7.00 57.00 240.0 240.0 E-W Roof Block 1 5 Line 7.00 57.00 240.0 240.0 E-W Roof Block 2 1 Line 2.50 8.00 157.5 157.5 E-W Roof Block 2 3 Line 2.50 8.00 157.5 157.5 E-W Roof Block 3 2 Line 1.00 3.50 105.0 105.0 E-W Roof Block 3 3 Line 1.00 3.50 105.0 105.0 E-W R Gable Block 1 1 Line 8.00 32.00 78.0 0.0 E-W L Gable Block 1 1 Line 32.00 56.00 0.0 78.0 E-W L Gable Block 1 5 Line 8.00 32.00 78.0 0.0 E-W R Gable Block 1 5 Line 32.00 56.00 0.0 78.0 N-S Roof Block 1 B Line -1.00 31.00 375.0 375.0 N-S Roof Block 1 F Line -1.00 31.00 375.0 375.0 N-S Roof Block 2 Line -1.00 20.00 48.8 48.8 N-S Roof Block 2 B Line -1.00 20.00 33.8 33.8 N-S Roof Block 3 Line 6.00 20.00 26.2 26.2 N-S Roof Block 3 Line 6.00 20.00 11.2 11.2 N-S L Gable Block 2 Line 0.00 9.50 48.4 0.0 N-S R Gable Block 2 Line 9.50 19.00 0.0 48.4 N-S L Gable Block 3 Line 7.00 13.00 30.6 0.0 N-S R Gable Block 3 Line 13.00 19.00 0.0 30.6 BothWall 1-1 n/a 1 Line 3.50 56.00 40.0 40.0 BothWall 2-1 n/a 2 Line 2.00 3.50 40.0 40.0 BothWall 3-1 n/a 3 Line 2.00 8.00 40.0 40.0 BothWall 5-1 n/a 5 Line 8.00 56.00 40.0 40.0 BothWall A-2 n/a Line 7.00 19.00 40.0 40.0 BothWall A-1 n/a Line 0.00 7.00 40.0 40.0 BothWall B-1 n/a B Line 19.00 30.00 40.0 40.0 BothWall D-1 n/a Line 18.75 29.50 24.0 24.0 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 Floor F1 n/a 1 Line 0.00 13.00 114.0 114.0 BothWall 1-1 n/a 1 Line 3.50 56.00 40.0 40.0 E-W Floor F2 n/a 1 Line 13.00 48.75 180.0 180.0 BothWall 2-1 n/a 2 Line 2.00 3.50 40.0 40.0 E-W Floor F3 n/a Line 48.75 56.00 120.0 120.0 E-W Floor F1 n/a 3 Line 0.00 13.00 114.0 114.0 BothWall 3-1 n/a 3 Line 2.00 8.00 40.0 40.0 E-W Floor F4 n/a 4 Line 11.00 13.00 37.5 37.5 BothWall 5-1 n/a 5 Line 8.00 56.00 40.0 40.0 E-W Floor F4 n/a 5 Line 11.00 13.00 37.5 37.5 E-W Floor F2 n/a 5 Line 13.00 48.75 180.0 180.0 E-W Floor F3 n/a 5 Line 48.75 56.00 120.0 120.0 N-S Floor F1 n/a A Line 0.00 10.00 292.5 292.5 N-S Floor F2 n/a A Line 10.00 19.00 336.0 336.0 BothWall A-2 n/a Line 7.00 19.00 40.0 40.0 BothWall A-1 n/a Line 0.00 7.00 40.0 40.0 BothWall B-1 n/a B Line 19.00 30.00 40.0 40.0 N-S Floor F4 n/a Line 23.75 30.00 270.0 270.0 N-S Floor F3 n/a C Line 19.00 23.75 258.0 258.0 BothWall D-1 n/a Line 18.75 29.50 24.0 24.0 N-S Floor F1 n/a E Line 0.00 10.00 292.5 292.5 9 Page 13 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 BUILDINGMASSES(continued) BothWall F-1 n/a F Line 0.00 30.00 40.0 40.0 N-S Floor F2 n/a F Line 10.00 19.00 336.0 336.0 N-S Floor F3 n/a F Line 19.00 23.75 258.0 258.0 N-S Floor F4 n/a F Line 23.75 30.00 270.0 270.0 BothWall 1-1 n/a 1 Line 0.00 48.75 45.0 45.0 BothWall 2-1 n/a Line 48.75 56.00 45.0 45.0 BothWall 3-1 n/a 3 Line 0.00 13.00 45.0 45.0 BothWall 4-1 n/a 4 Line 11.00 13.00 45.0 45.0 BothWall 5-1 n/a 5 Line 11.00 56.00 45.0 45.0 BothWall A-1 n/a A Line 0.00 19.00 45.0 45.0 BothWall B-1 n/a Line 23.75 30.00 45.0 45.0 BothWall C-1 n/a C Line 19.00 23.75 45.0 45.0 BothWall D-1 n/a D Line 0.50 15.50 27.0 27.0 BothWall E-1 n/a E Line 0.00 10.00 45.0 45.0 BothWall F-1 n/a F Line 10.00 30.00 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 10 Page 14 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line 1.00 2.00 40.5 40.5 E-W Point 2.00 2.00 128 128 E-W Line 2.00 2.50 55.9 55.9 E-W Line 2.50 3.50 116.7 116.7 E-W Point 3.50 3.50 143 143 E-W Line 3.50 7.00 76.2 76.2 E-W Line 7.00 8.00 168.7 168.7 E-W Point 8.00 8.00 85 85 E-W Line 8.00 32.00 108.0 138.1 E-W Point 21.25 21.25 50 50 E-W Line 32.00 56.00 138.1 108.0 E-W Point 56.00 56.00 231 231 E-W Line 56.00 57.00 92.6 92.6 N-S Line -1.00 0.00 160.5 160.5 N-S Point 0.00 0.00 766 766 N-S Line 0.00 6.00 176.0 181.8 N-S Line 6.00 7.00 189.1 190.1 N-S Point 7.00 7.00 12 12 N-S Line 7.00 9.50 190.1 195.0 N-S Line 9.50 13.00 195.0 195.0 N-S Line 13.00 18.75 195.0 183.7 N-S Line 18.75 19.00 188.3 187.8 N-S Point 19.00 19.00 46 46 N-S Line 19.00 20.00 187.8 187.8 N-S Line 20.00 29.50 164.7 164.7 N-S Line 29.50 30.00 160.0 160.0 N-S Point 30.00 30.00 731 731 N-S Line 30.00 31.00 144.6 144.6 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 94 94 E-W Line 0.00 2.00 34.8 34.8 E-W Point 2.00 2.00 53 53 E-W Line 2.00 3.50 43.6 43.6 E-W Point 3.50 3.50 31 31 E-W Line 3.50 8.00 43.6 43.6 E-W Point 8.00 8.00 1157 1157 E-W Point 8.00 8.00 48 48 E-W Line 8.00 11.00 43.6 43.6 E-W Point 11.00 11.00 31 31 E-W Line 11.00 13.00 61.6 61.6 E-W Point 13.00 13.00 23 23 E-W Line 13.00 48.75 58.0 58.0 E-W Point 21.00 21.00 44 44 E-W Point 21.25 21.25 28 28 E-W Point 48.75 48.75 49 49 E-W Line 48.75 56.00 44.9 44.9 E-W Point 56.00 56.00 230 230 N-S Point 0.00 0.00 470 470 N-S Line 0.00 0.50 82.6 82.6 N-S Line 0.50 7.00 85.6 85.6 N-S Point 7.00 7.00 7 7 N-S Line 7.00 10.00 85.6 85.6 N-S Point 10.00 10.00 36 36 N-S Line 10.00 15.50 95.1 95.1 N-S Line 15.50 18.75 92.2 92.2 N-S Line 18.75 19.00 94.8 94.8 N-S Point 19.00 19.00 90 90 N-S Line 19.00 23.75 77.7 77.7 N-S Point 23.75 23.75 10 10 N-S Line 23.75 29.50 80.3 80.3 N-S Line 29.50 30.00 77.7 77.7 N-S Point 30.00 30.00 432 432 Legend: 11 Page 15 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 Loads in tablecanbeaccumulationof loads fromseveralbuildingmasses,so theydonotcorrespondwith aparticularbuildingelement. Location-Startandendof load indirectionperpendicular toseismic forcedirection Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.70andredundancy factor toseismic loadsbeforedistributing them to theshearlines. 12 Page 16 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 Design Summary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. HOLD-DOWNDESIGN WindLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. ThisDesignSummarydoesnot include failures thatoccurdue toexcessivestorydrift fromASCE7CC.2.2(wind)or12.12(seismic). Refer toStoryDrift table in thisreport toverify thisdesigncriterion. Refer to theDeflection table forpossibleissuesregarding fastenerslippage(SDPWSTableC4.2.3D). 13 Page 17 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 Flexible DiaphragmWind Design ASCE7 Directional (All Heights)Loads SHEARRESULTS N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line 1 Level 2 Ln1,Lev2 -S->N - - 1438 - - - 339 - - 13833 - -N->S - - 1401 - - - 339 - - 13833 - Wall1-1 1 S->N - - 1438 -1.0 - 339 - - 13833 - 1 N->S - - 1401 -1.0 - 339 - - 13833 - Seg. 1 -S->N 35.3 - 785 -1.0 - 339 -339 7553 0.10 -N->S 34.4 - 765 -1.0 - 339 -339 7553 0.10 Seg. 2 -S->N 35.3 - 653 -1.0 - 339 -339 6280 0.10 -N->S 34.4 - 636 -1.0 - 339 -339 6280 0.10 Seg. 3 -S->N 0.0 - 0 -1.0 - 339 -339 - - -N->S 0.0 - 0 -1.0 - 339 -339 - - Level 1 Ln1,Lev1 -S->N - - 2868 - - - 339 - - 13833 - -N->S - - 2841 - - - 339 - - 13833 - Wall1-1 1 S->N - - 2868 -1.0 - 339 - - 13833 - 1 N->S - - 2841 -1.0 - 339 - - 13833 - Seg. 1 -S->N 70.4 - 950 -1.0 - 339 -339 4583 0.21 -N->S 69.7 - 941 -1.0 - 339 -339 4583 0.21 Seg. 2 -S->N 70.4 - 528 -1.0 - 339 -339 2546 0.21 -N->S 69.7 - 523 -1.0 - 339 -339 2546 0.21 Seg. 3 -S->N 70.4 - 1390 -1.0 - 339 -339 6704 0.21 -N->S 69.7 - 1377 -1.0 - 339 -339 6704 0.21 Line 5 Level 2 Ln5,Lev2 -Both - - 1308 - - - 339 - - 12135 - Wall5-1 1 Both - - 1308 -1.0 - 339 - - 12135 - Seg. 1 -Both 36.6 - 494 -1.0 - 339 -339 4583 0.11 Seg. 2 -Both 36.6 - 814 -1.0 - 339 -339 7553 0.11 Level 1 Ln5,Lev1 -Both - - 2748 - - - 339 - - 8656 - Wall5-1 1 Both - - 2748 -1.0 - 339 - - 8656 - Seg. 1 -Both 107.8 - 1131 -1.0 - 339 -339 3564 0.32 Seg. 2 -Both 107.8 - 1616 -1.0 - 339 -339 5092 0.32 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 - - 280 - - - 339 - - 2843 - WallA-1 1 Both - - 75 -1.0 - 339 - - 764 - Seg. 1 -Both 25.1 - 75 -.75 - 255 -255 764 0.10 Seg. 2 -Both 0.0 - 0 -1.0 - 339 -339 - - WallA-2 1 Both - - 205 -1.0 - 339 - - 2079 - Seg. 1 -Both 29.3 - 103 -.88 - 297 -297 1040 0.10 Seg. 2 -Both 29.3 - 103 -.88 - 297 -297 1040 0.10 Level 1 LnA,Lev1 -Both - - 1820 - - - 339 - - 2716 - WallA-1 1 Both - - 1820 -1.0 - 339 - - 2716 - Seg. 1 -Both 227.6 - 1820 -1.0 - 339 -339 2716 0.67 Seg. 2 -Both 0.0 - 0 -1.0 - 339 -339 - - Line B Level 2 LnB,Lev2 -Both - - 734 - - - 339 - - 1538 - WallB-1 1 Both - - 734 -1.0 - 339 - - 1538 - Seg. 1 -Both 111.4 - 306 -.69 - 233 -233 642 0.48 Seg. 2 -Both 131.6 - 428 -.81 - 276 -276 896 0.48 Line D LnD,Lev2 -Both - - 2445 - - - 339 - - 3649 - WallD-1 1 Both 227.4 - 2445 -1.0 - 339 -339 3649 0.67 Level 1 LnD,Lev1 -Both - - 5758 - - - 495 - - 7428 - WallD-1 2^Both 383.8 - 5758 -1.0 - 495 -495 7428 0.78 Line F Level 2 LnF,Lev2 -Both - - 1456 - - - 339 - - 6025 - 14 Page 18 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 SHEARRESULTS(flexiblewinddesign,continued) WallF-1 1 Both - - 1456 - 1.0 - 339 - - 6025 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -Both 82.1 - 1067 -1.0 - 339 -339 4413 0.24 Seg. 3 -Both 82.1 - 390 -1.0 - 339 -339 1612 0.24 Level 1 LnF,Lev1 -Both - - 3310 - - - 339 - - 4073 - WallF-1 1 Both - - 3310 -1.0 - 339 - - 4073 - Seg. 1 -Both 275.8 - 1655 -1.0 - 339 -339 2037 0.81 Seg. 2 -Both 275.8 - 1655 -1.0 - 339 -339 2037 0.81 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir-Directionofwind forcealongshearline. v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 FTAOwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factoredshear force.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwallsissum bi / FHS from4.3.5.6with bi defined in 4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshown isAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityof interiorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,also include unblocked factorCubandaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."S" indicates that theseismicdesigncriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 15 Page 19 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 Hold-DownandCompressionDesign(flexiblewinddesign) Level 1 TensileHold-down Line-Location[ft]Load orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 0.12 1 645 645 LIMIT w/o 1500 0.43 V Elem 0.00 3.63 1 367 367 Refer to upper level 1-1 L Op 1 0.00 13.38 Min 639 639 LIMIT w/o 1500 0.43 1-1 R Op 1 0.00 16.62 1 655 655 LIMIT w/o 1500 0.44 1-1 L Op 2 0.00 23.88 Min 891 891 LIMIT w/o 1500 0.59 1-1 R Op 2 0.00 29.13 1 522 522 LIMIT w/o 1500 0.35 V Elem 0.00 30.88 1 471 471 Refer to upper level 1-1 R End 0.00 48.63 Min 635 635 LIMIT w/o 1500 0.42 V Elem 0.00 49.13 Min 459 459 Refer to upper level Line 5 V Elem 30.00 8.13 Min 380 380 Refer to upper level 5-1 L End 30.00 11.13 Min 994 994 LIMIT w/o 1500 0.66 5-1 L Op 1 30.00 21.38 Min 1216 1216 STHD14 (8" S 3815 0.32 5-1 R Op 1 30.00 41.13 Min 1259 1259 STHD14 (8" S 3815 0.33 5-1 R End 30.00 55.88 Min 1416 1416 STHD14 (8" S 3815 0.37 Line A A-1 L End 0.12 0.00 1 2354 2354 N/A 30000 0.08 V Elem 2.88 0.00 1 240 240 Refer to upper level V Elem 7.13 0.00 1 281 281 Refer to upper level A-1 L Op 1 7.88 0.00 1 2114 2114 N/A 30000 0.07 V Elem 10.38 0.00 1 281 281 Refer to upper level V Elem 15.63 0.00 1 281 281 Refer to upper level V Elem 18.88 0.00 1 281 281 Refer to upper level Line B V Elem 19.12 8.00 1 980 980 Refer to upper level V Elem 21.63 8.00 1 980 980 Refer to upper level V Elem 26.88 11.00 1 1141 1141 Refer to upper level V Elem 29.88 11.00 1 1141 1141 Refer to upper level Line D D-1 L End 0.63 21.00 1 3513 3513 STHD14 (8" S 3815 0.92 D-1 R End 15.38 21.00 1 3513 3513 STHD14 (8" S 3815 0.92 V Elem 18.88 21.25 1 1863 1863 Refer to upper level V Elem 29.38 21.25 1 1863 1863 Refer to upper level Line F V Elem 4.38 56.00 1 669 669 Refer to upper level F-1 L End 10.13 56.00 1 2590 2590 STHD14 (8" S 3815 0.68 F-1 L Op 1 15.88 56.00 1 3165 3165 STHD14 (8" S 3815 0.83 F-1 R Op 1 24.13 56.00 1 2496 2496 STHD14 (8" S 3815 0.65 V Elem 25.38 56.00 1 693 693 Refer to upper level F-1 R End 29.88 56.00 1 3283 3283 STHD14 (8" S 3815 0.86 Level 2 TensileHold-down Line-Location[ft]Load orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 3.63 1 367 367 LIMIT w/o 1500 0.24 1-1 L Op 1 0.00 25.63 Min 358 358 LIMIT w/o 1500 0.24 1-1 R Op 1 0.00 30.88 1 471 471 LIMIT w/o 1500 0.31 1-1 L Op 2 0.00 49.13 Min 459 459 LIMIT w/o 1500 0.31 Line 5 5-1 L End 30.00 8.13 Min 380 380 LIMIT w/o 1500 0.25 5-1 L Op 1 30.00 21.38 Min 380 380 LIMIT w/o 1500 0.25 5-1 R Op 1 30.00 33.87 Min 430 430 LIMIT w/o 1500 0.29 5-1 R End 30.00 55.88 Min 430 430 LIMIT w/o 1500 0.29 Line A A-1 L End 0.12 3.50 1 240 240 LIMIT w/o 1500 0.16 A-1 L Op 1 2.88 3.50 1 240 240 LIMIT w/o 1500 0.16 A-2 L End 7.13 2.00 1 281 281 LIMIT w/o 1500 0.19 A-2 L Op 1 10.38 2.00 1 281 281 LIMIT w/o 1500 0.19 A-2 R Op 1 15.63 2.00 1 281 281 LIMIT w/o 1500 0.19 A-2 R End 18.88 2.00 1 281 281 LIMIT w/o 1500 0.19 Line B B-1 L End 19.12 8.00 1 980 980 LIMIT w/o 1500 0.65 B-1 L Op 1 21.63 8.00 1 980 980 LIMIT w/o 1500 0.65 B-1 R Op 1 26.88 8.00 1 1141 1141 LIMIT w/o 1500 0.76 B-1 R End 29.88 8.00 1 1141 1141 LIMIT w/o 1500 0.76 Line D D-1 L End 18.88 21.25 1 1863 1863 MSTC48B3 3315 0.56 D-1 R End 29.38 21.25 1 1863 1863 MST48 3425 0.54 16 Page 20 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 Hold-DownandCompressionDesign(flexiblewinddesign,continued) Line F F-1 R Op 1 4.38 56.00 1 669 669 LIMIT w/o 1500 0.45 F-1 L Op 2 17.13 56.00 1 669 669 LIMIT w/o 1500 0.45 F-1 R Op 2 25.38 56.00 1 693 693 LIMIT w/o 1500 0.46 F-1 R End 29.88 56.00 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. 17 Page 21 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 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 13.50 156 -154 1-1 Right Opening 1 0.00 16.50 -21 20 1-1 Left Opening 2 0.00 24.00 66 -65 1-1 Right Opening 2 0.00 29.00 -228 226 Line 5 5-1 Left Opening 1 30.00 21.50 490 -490 5-1 Right Opening 1 30.00 41.00 -700 700 Line A A-1 Left Opening 1 8.00 0.00 1054-1054 Line D D-1 Left Wall End 0.50 21.00 -96 96 D-1 Right Wall End 15.50 21.00 2783-2783 Line F F-1 Left Opening 1 16.00 56.00 662 -662 F-1 Right Opening 1 24.00 56.00 -662 662 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 25.75 176 -171 1-1 Right Opening 1 0.00 30.75 39 -38 1-1 Left Opening 2 0.00 49.25 185 -180 Line 5 5-1 Left Opening 1 30.00 21.50 126 -126 5-1 Right Opening 1 30.00 33.75 -208 208 Line A A-1 Left Opening 1 3.00 3.50 31 -31 A-2 Left Wall End 7.00 2.00 -28 28 A-2 Left Opening 1 10.50 2.00 23 -23 A-2 Right Opening 1 15.50 2.00 -51 51 Line B B-1 Left Wall End 19.00 8.00 -465 465 B-1 Left Opening 1 21.75 8.00 -226 226 B-1 Right Opening 1 26.75 8.00 -348 348 Line D D-1 Left Wall End 18.75 21.25 -1528 1528 D-1 Right Wall End 29.50 21.25 41 -41 Line F F-1 Right Opening 1 4.25 56.00 -206 206 F-1 Left Opening 2 17.25 56.00 229 -229 F-1 Right Opening 2 25.25 56.00 -159 159 Legend: Line-Wall-Shearline and wallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical loadcase: ASCE7All heightsCase1or 2 ASCE7Low-risecorner;CaseAor B DragstrutForce-Axial force in transferelement at openings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline force(vmax from4.3.6.4.1.1 forperforatedwalls) Strap/BlockingForce–ForFTAOwalls,force transferred fromaboveandbelowopening toshearwallpier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 18 Page 22 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story ShearFx[lbs]ShearResistance[lbs]DiaphragmForce[lbs] [lbs][sq.ft]E-W N-S E-W N-S E-W N-S Fpx Design Fpx Design 2 37622 1543.5 5078 5078 10040 18549 6363 6363 6363 6363 1 33027 1477.0 2530 2530 10155 16063 5586 7610 5586 5586 All 70649 -7608 7608 - - - - - - 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 = 0.866,butV1 / Vr1 = 0.474,so theweakstory ispermitted. 19 Page 23 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 SHEARRESULTS(flexibleseismicdesign) N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line 1 Level 2 Ln1,Lev2 -Both - - 2599 - - - 242 - - 9880 - Wall1-1 1 Both - - 2599 -1.0 - 242 - - 9880 - Seg. 1 -Both 63.8 - 1419 -1.0 - 242 -242 5395 0.26 Seg. 2 -Both 63.8 - 1180 -1.0 - 242 -242 4486 0.26 Seg. 3 -Both 0.0 - 0 -1.0 - 242 -242 - - Level 1 Ln1,Lev1 -Both - - 3888 - - - 242 - - 9880 - Wall1-1 1 Both - - 3888 -1.0 - 242 - - 9880 - Seg. 1 -Both 95.4 - 1288 -1.0 - 242 -242 3273 0.39 Seg. 2 -Both 95.4 - 716 -1.0 - 242 -242 1818 0.39 Seg. 3 -Both 95.4 - 1885 -1.0 - 242 -242 4789 0.39 Line 5 Level 2 Ln5,Lev2 -Both - - 2479 - - - 242 - - 8668 - Wall5-1 1 Both - - 2479 -1.0 - 242 - - 8668 - Seg. 1 -Both 69.3 - 936 -1.0 - 242 -242 3273 0.29 Seg. 2 -Both 69.3 - 1543 -1.0 - 242 -242 5395 0.29 Level 1 Ln5,Lev1 -Both - - 3720 - - - 242 - - 6183 - Wall5-1 1 Both - - 3720 -1.0 - 242 - - 6183 - Seg. 1 -Both 145.9 - 1532 -1.0 - 242 -242 2546 0.60 Seg. 2 -Both 145.9 - 2188 -1.0 - 242 -242 3637 0.60 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 - - 400 - - - 242 - - 2031 - WallA-1 1 Both - - 107 -1.0 - 242 - - 546 - Seg. 1 -Both 35.8 - 107 -.75 - 182 -182 546 0.20 Seg. 2 -Both 0.0 - 0 -1.0 - 242 -242 - - WallA-2 1 Both - - 292 -1.0 - 242 - - 1485 - Seg. 1 -Both 41.8 - 146 -.88 - 212 -212 743 0.20 Seg. 2 -Both 41.8 - 146 -.88 - 212 -212 743 0.20 Level 1 LnA,Lev1 -Both - - 1390 - - - 242 - - 1940 - WallA-1 1 Both - - 1390 -1.0 - 242 - - 1940 - Seg. 1 -Both 173.7 - 1390 -1.0 - 242 -242 1940 0.72 Seg. 2 -Both 0.0 - 0 -1.0 - 242 -242 - - Line B Level 2 LnB,Lev2 -Both - - 810 - - - 242 - - 1099 - WallB-1 1 Both - - 810 -1.0 - 242 - - 1099 - Seg. 1 -Both 122.8 - 338 -.69 - 167 -167 458 0.74 Seg. 2 -Both 145.2 - 472 -.81 - 197 -197 640 0.74 Line D LnD,Lev2 -Both - - 2162 - - - 242 - - 2606 - WallD-1 1 Both 201.2 - 2162 -1.0 - 242 -242 2606 0.83 Level 1 LnD,Lev1 -Both - - 3673 - - - 354 - - 5306 - WallD-1 2 Both 244.9 - 3673 -1.0 - 354 -354 5306 0.69 Line F Level 2 LnF,Lev2 -Both - - 1706 - - - 242 - - 4304 - WallF-1 1 Both - - 1706 -1.0 - 242 - - 4304 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 96.1 - 1250 -1.0 - 242 -242 3152 0.40 Seg. 3 -Both 96.1 - 457 -1.0 - 242 -242 1152 0.40 Level 1 LnF,Lev1 -Both - - 2545 - - - 242 - - 2910 - WallF-1 1^Both - - 2545 -1.0 - 242 - - 2910 - Seg. 1 -Both 212.1 - 1273 -1.0 - 242 -242 1455 0.87 Seg. 2 -Both 212.1 - 1273 -1.0 - 242 -242 1455 0.87 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. 20 Page 24 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 FTAOwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factoredshear force.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwallsissum bi / FHS from4.3.5.6with bi defined in 4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshown isAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityof interiorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,also include unblocked factorCubandaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."W" indicates that thewind designcriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 21 Page 25 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 Hold-DownandCompressionDesign(flexibleseismicdesign) Level 1 TensileHold-down Line-Location[ft]orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 0.12 875 875 LIMIT w/o 1500 0.58 V Elem 0.00 3.63 664 664 Refer to upper level 1-1 L Op 1 0.00 13.38 875 875 LIMIT w/o 1500 0.58 1-1 R Op 1 0.00 16.62 888 888 LIMIT w/o 1500 0.59 1-1 L Op 2 0.00 23.88 1337 1337 LIMIT w/o 1500 0.89 1-1 R Op 2 0.00 29.13 654 654 LIMIT w/o 1500 0.44 V Elem 0.00 30.88 852 852 Refer to upper level 1-1 R End 0.00 48.63 870 870 LIMIT w/o 1500 0.58 V Elem 0.00 49.13 852 852 Refer to upper level Line 5 V Elem 30.00 8.13 720 720 Refer to upper level 5-1 L End 30.00 11.13 1345 1345 LIMIT w/o 1500 0.90 5-1 L Op 1 30.00 21.38 1768 1768 STHD14 (8" S 3815 0.46 5-1 R Op 1 30.00 41.13 1852 1852 STHD14 (8" S 3815 0.49 5-1 R End 30.00 55.88 2150 2150 STHD14 (8" S 3815 0.56 Line A A-1 L End 0.12 0.00 1956 1956 N/A 30000 0.07 V Elem 2.88 0.00 342 342 Refer to upper level V Elem 7.13 0.00 400 400 Refer to upper level A-1 L Op 1 7.88 0.00 1614 1614 N/A 30000 0.05 V Elem 10.38 0.00 400 400 Refer to upper level V Elem 15.63 0.00 400 400 Refer to upper level V Elem 18.88 0.00 400 400 Refer to upper level Line B V Elem 19.12 8.00 1081 1081 Refer to upper level V Elem 21.63 8.00 1081 1081 Refer to upper level V Elem 26.88 11.00 1258 1258 Refer to upper level V Elem 29.88 11.00 1258 1258 Refer to upper level Line D D-1 L End 0.63 21.00 2241 2241 STHD14 (8" S 3815 0.59 D-1 R End 15.38 21.00 2241 2241 STHD14 (8" S 3815 0.59 V Elem 18.88 21.25 1648 1648 Refer to upper level V Elem 29.38 21.25 1648 1648 Refer to upper level Line F V Elem 4.38 56.00 784 784 Refer to upper level F-1 L End 10.13 56.00 1992 1992 STHD14 (8" S 3815 0.52 F-1 L Op 1 15.88 56.00 2666 2666 STHD14 (8" S 3815 0.70 F-1 R Op 1 24.13 56.00 1882 1882 STHD14 (8" S 3815 0.49 V Elem 25.38 56.00 812 812 Refer to upper level F-1 R End 29.88 56.00 2804 2804 STHD14 (8" S 3815 0.73 Level 2 TensileHold-down Line-Location[ft]orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 3.63 664 664 LIMIT w/o 1500 0.44 1-1 L Op 1 0.00 25.63 664 664 LIMIT w/o 1500 0.44 1-1 R Op 1 0.00 30.88 852 852 LIMIT w/o 1500 0.57 1-1 L Op 2 0.00 49.13 852 852 LIMIT w/o 1500 0.57 Line 5 5-1 L End 30.00 8.13 720 720 LIMIT w/o 1500 0.48 5-1 L Op 1 30.00 21.38 720 720 LIMIT w/o 1500 0.48 5-1 R Op 1 30.00 33.87 815 815 LIMIT w/o 1500 0.54 5-1 R End 30.00 55.88 815 815 LIMIT w/o 1500 0.54 Line A A-1 L End 0.12 3.50 342 342 LIMIT w/o 1500 0.23 A-1 L Op 1 2.88 3.50 342 342 LIMIT w/o 1500 0.23 A-2 L End 7.13 2.00 400 400 LIMIT w/o 1500 0.27 A-2 L Op 1 10.38 2.00 400 400 LIMIT w/o 1500 0.27 A-2 R Op 1 15.63 2.00 400 400 LIMIT w/o 1500 0.27 A-2 R End 18.88 2.00 400 400 LIMIT w/o 1500 0.27 Line B B-1 L End 19.12 8.00 1081 1081 LIMIT w/o 1500 0.72 B-1 L Op 1 21.63 8.00 1081 1081 LIMIT w/o 1500 0.72 B-1 R Op 1 26.88 8.00 1258 1258 LIMIT w/o 1500 0.84 B-1 R End 29.88 8.00 1258 1258 LIMIT w/o 1500 0.84 Line D D-1 L End 18.88 21.25 1648 1648 MSTC48B3 3315 0.50 D-1 R End 29.38 21.25 1648 1648 MST48 3425 0.48 22 Page 26 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) Line F F-1 R Op 1 4.38 56.00 784 784 LIMIT w/o 1500 0.52 F-1 L Op 2 17.13 56.00 784 784 LIMIT w/o 1500 0.52 F-1 R Op 2 25.38 56.00 812 812 LIMIT w/o 1500 0.54 F-1 R End 29.88 56.00 812 812 LIMIT w/o 1500 0.54 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement–Shearline Posit'n–Position of studpack thathold-down isattached to: VElem–Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–At leftorrightwallend LorROpn–At leftorrightside of opening n t @Opn–Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.4.2.1 Location–Co-ordinates inPlanView TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection.Includes forces transferred fromupper levels. Shear–Overturningcomponent =Vxh / beff fromSDPWSEqn.4.3-7;V = forceonsegment,ASD-factoredby0.70;h = wallheight , beff=wall segment length–(tensionstudpackwidth + hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls = Vxh/Co sum(bi) fromSDPWSEqn.4.3-8. Dead–Dead loadresistingcomponent, factored forASDby0.60 for tension and 1.0 forcompression Ev–Verticalseismic loadeffect fromASCE712.4.2.2 = -0.2SdsxASD factorxunfactoredD = 0.233SDSx factoredD.Refer toSeismic Information table formoredetails. Cmb'd–SumofASD-factoredoverturning, dead and verticalseismic forces.Mayalso include the uplift force t fromperforatedwalls from SDPWS4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearing of end studpackonbottomplate Cap–Hold-downs:AllowableASD tension load fromdatabase;Compression:AllowableASDbearing force=CtCMCbFcpA;A = crosssectional areaofendstuds.Refer toFramingmaterials table fordetails. Crit.Resp.–CriticalResponse = CombinedASD force/AllowableASD tension load Notes: CombinedforcefromASCE72.4.1 loadcombination10 = -(0.6D-0.7Ev+0.7Eh);Eh(from12.4.2.1) = -shearoverturningforce Refer to theShearLineDimensions tableforwallheighth,effectivesegment lengthbeffandperforatedwalladjustedsumofbi, to theStoryTable for joistdepth,and to theShearResultstableforperforatedfactorCo. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 23 Page 27 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(A).wswu Nov. 13, 2024 13:46:34 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 6807 6807 1-1 Left Opening 1 0.00 13.50 370 -370 1-1 Right Opening 1 0.00 16.50 -49 49 1-1 Left Opening 2 0.00 24.00 157 -157 1-1 Right Opening 2 0.00 29.00 -541 541 Line 5 Shearline force 6523 6523 5-1 Left Opening 1 30.00 21.50 1164-1164 5-1 Right Opening 1 30.00 41.00 -1663 1663 Line A Shearline force 2732 2732 A-1 Left Opening 1 8.00 0.00 1582-1582 Line D Shearline force 5588 5588 D-1 Left Wall End 0.50 21.00 -93 93 D-1 Right Wall End 15.50 21.00 2701-2701 Line F Shearline force 3559 3559 F-1 Left Opening 1 16.00 56.00 712 -712 F-1 Right Opening 1 24.00 56.00 -712 712 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 3256 3256 1-1 Left Opening 1 0.00 25.75 398 -398 1-1 Right Opening 1 0.00 30.75 88 -88 1-1 Left Opening 2 0.00 49.25 419 -419 Line 5 Shearline force 3106 3106 5-1 Left Opening 1 30.00 21.50 299 -299 5-1 Right Opening 1 30.00 33.75 -493 493 Line A Shearline force 501 501 A-1 Left Opening 1 3.00 3.50 56 -56 A-2 Left Wall End 7.00 2.00 -50 50 A-2 Left Opening 1 10.50 2.00 41 -41 A-2 Right Opening 1 15.50 2.00 -91 91 Line B Shearline force 1014 1014 B-1 Left Wall End 19.00 8.00 -642 642 B-1 Left Opening 1 21.75 8.00 -312 312 B-1 Right Opening 1 26.75 8.00 -481 481 Line D Shearline force 2709 2709 D-1 Left Wall End 18.75 21.25 -1693 1693 D-1 Right Wall End 29.50 21.25 45 -45 Line F Shearline force 2138 2138 F-1 Right Opening 1 4.25 56.00 -303 303 F-1 Left Opening 2 17.25 56.00 336 -336 F-1 Right Opening 2 25.25 56.00 -234 234 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 24 Page 28 of 79 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2509-SHEAR(B).wswu Nov.13,202413:43:08 -10'-5'0'5'10'15'20'25'30'35'40'45' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' F-1 A-1 B-1 C-1 E-1 D-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 29 of 79 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2509-SHEAR(B).wswu Nov.13,202413:43:08 -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' F-1 A-2 A-1 B-1 D-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 30 of 79 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 L2M-2509-SHEAR(B).wswu Nov.13,202413:43:20 Project Information DESIGNSETTINGS DesignCode IBC 2021/AWC SDPWS 2021 WindStandard ASCE 7-16 Directional (All heights) SeismicStandard ASCE 7-16 LoadCombinations ForDesignandMWFRSDeflection 0.7 Seismic 0.6 Basic wind ForDeflection(Wind:Serviceability) 1.0 Seismic 1.0 MRI wind BuildingCodeCapacityModification Wind Seismic 1.00 1.00 ServiceConditionsandLoadDuration Duration Factor - Temperature Range - MoistureContent Fabrication Service - - MaxShearwallOffset[ft] Plan (withinstory) 4.00 Elevation (betweenstories) 2.06 MaximumHeight-to-widthRatio Woodpanels Blocked Unblocked Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 2.0 - - - - - Ignoreshearresistancecontributionof... Wallsegments Seismic Don't ignore Any gypsum, lumber,fiberboard Forcesbasedon... Hold-downs Applied loads Dragstruts Applied loads Shearwallrelativerigidity:Wall capacity Non-identical materialsandconstructionontheshearline:Notallowed DeflectionEquation:Nodeflection analysis Drift limitforwinddesign:1 /500 story height FTAOstrap:Continuous at top of highestopening and bottom of lowest Dead load inchordforceforoverturningdesign Tensionend Compressionend Whencompletelycounteractsoverturning Wall length / 2 Wall length / 2 Wall length / 2 SITE INFORMATION RiskCategory Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure DesignWindSpeed 110mph Exposure Exposure B Enclosure Partially enclosed StructureType Regular BuildingSystem Bearing Wall DesignCategory D SiteClass D Topographic Information[ft] Shape - Height - Length - SiteLocation: - Elev: 0ft Rigid building - Static analysis SpectralResponseAcceleration S1:0.500g Ss:1.510g FundamentalPeriod E-W N-S TUsed 0.196s 0.196s ApproximateTa 0.196s 0.196s Maximum T 0.274s 0.274s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.80Case 2 N-S loadsE-Wloads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16psf 8 psf ServiceabilityWindSpeed 100mph 1 Page 31 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 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 8.00 North Hip 18.0 1.00 ExtentX,Y =30.00 48.00 South Hip 18.0 1.00 RidgeXLocation,Offset 15.00 0.00 East Side 18.0 1.00 RidgeElevation,Height 24.89 4.87 West Side 18.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =0.00 3.50 North Joined 162.0 1.00 ExtentX,Y =19.00 4.50 South Hip 18.0 1.00 RidgeXLocation,Offset 9.50 0.00 East Side 18.0 1.00 RidgeElevation,Height 23.11 3.09 West Side 18.0 1.00 Block 3 2 Story N-S Ridge LocationX,Y =7.00 2.00 North Joined 162.0 1.00 ExtentX,Y =12.00 1.50 South Hip 18.0 1.00 RidgeXLocation,Offset 13.00 0.00 East Side 18.0 1.00 RidgeElevation,Height 21.97 1.95 West Side 18.0 1.00 2 Page 32 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in lbs/in in in 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 6 12 Y 1,3 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. 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 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 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 SHEARLINE,WALLandOPENINGDIMENSIONS North-south Type Wall Location Extent[ft]Length FHS Aspect Height Studs Shearlines Group X[ft]Start End [ft][ft]Ratio [ft]S N Line 1 Level 2 Line 1 1 0.00 3.50 56.00 52.50 40.75 -8.00 -- Wall 1-1 Seg 1 0.00 3.50 56.00 52.50 40.75 -- 22 Segment 1 --3.50 25.75 22.25 22.00 0.36 - 22 Opening 1 --25.75 30.75 5.00 --5.00 22 Segment 2 --30.75 49.25 18.50 18.25 0.43 - 22 Opening 2 --49.25 54.25 5.00 --5.00 22 Segment 3 --54.25 56.00 1.75 -4.57 - 22 Level 1 Line 1 1 0.00 0.00 48.75 48.75 40.75 -9.00 -- Wall 1-1 Seg 1 0.00 0.00 48.75 48.75 40.75 -- 22 Segment 1 --0.00 13.50 13.50 13.25 0.67 - 22 Opening 1 --13.50 16.50 3.00 --5.00 22 Segment 2 --16.50 24.00 7.50 7.25 1.20 - 22 Opening 2 --24.00 29.00 5.00 --5.00 22 Segment 3 --29.00 48.75 19.75 19.50 0.46 - 22 Line 2 Level 2 Line 2 NSW 7.00 2.00 56.00 54.00 0.00 -8.00 -- Wall 2-1 NSW 7.00 2.00 3.50 1.50 0.00 1.00 - 22 Level 1 Line 2 NSW 7.00 2.00 56.00 54.00 0.00 -9.00 -- Wall 2-1 NSW 10.00 48.75 56.00 7.25 0.00 1.00 - 22 Line 3 Level 2 Line 3 NSW 19.00 0.00 13.00 13.00 0.00 -8.00 -- Wall 3-1 NSW 19.00 2.00 8.00 6.00 0.00 1.00 - 22 Level 1 Line 3 NSW 19.00 0.00 13.00 13.00 0.00 -9.00 -- Wall 3-1 NSW 19.00 0.00 13.00 13.00 0.00 1.00 - 22 Line 4 Level 1 Line 4 NSW 23.75 11.00 13.00 2.00 0.00 -9.00 -- Wall 4-1 NSW 23.75 11.00 13.00 2.00 0.00 1.00 - 22 Line 5 Level 2 Line 5 1 30.00 8.00 56.00 48.00 35.75 -8.00 -- Wall 5-1 Seg 1 30.00 8.00 56.00 48.00 35.75 -- 22 Segment 1 --8.00 21.50 13.50 13.25 0.59 - 22 Opening 1 --21.50 33.75 12.25 --5.00 22 Segment 2 --33.75 56.00 22.25 22.00 0.36 - 22 Level 1 Line 5 1 30.00 11.00 56.00 45.00 25.50 -9.00 -- Wall 5-1 Seg 1 30.00 11.00 56.00 45.00 25.50 -- 22 Segment 1 --11.00 21.50 10.50 10.25 0.86 - 22 Opening 1 --21.50 41.00 19.50 --5.00 22 Segment 2 --41.00 56.00 15.00 14.75 0.60 - 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 1 2.00 7.00 19.00 12.00 6.00 -8.00 -- Wall A-1 NSW 3.50 0.00 7.00 7.00 0.00 2.67 - 22 Wall A-2 Seg 1 2.00 7.00 19.00 12.00 6.00 -- 22 Segment 1 --7.00 10.00 3.00 2.75 2.67 - 22 Opening 1 --10.00 16.00 6.00 --5.00 22 Segment 2 --16.00 19.00 3.00 2.75 2.67 - 22 Level 1 Line A 1 0.00 0.00 19.00 19.00 8.00 -9.00 -- Wall A-1 Seg 1 0.00 0.00 19.00 19.00 8.00 -- 22 Segment 1 --0.00 8.00 8.00 7.75 1.12 - 22 Opening 1 --8.00 18.00 10.00 --5.00 22 Segment 2 --18.00 19.00 1.00 -9.00 - 22 Line B Level 2 Line B 1 8.00 0.00 30.00 30.00 6.00 -8.00 -- Wall B-1 Seg 1 8.00 19.00 30.00 11.00 6.00 -- 22 Segment 1 --19.00 21.75 2.75 2.50 2.91 - 22 Opening 1 --21.75 26.75 5.00 --5.00 2 2 4 Page 34 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Segment 2 --26.75 30.00 3.25 3.00 2.46 -2 2 Level 1 Line B NSW 8.00 19.00 30.00 11.00 0.00 -9.00 -- Wall B-1 NSW 11.00 23.75 30.00 6.25 0.00 1.00 - 22 Line C Level 1 Line C NSW 13.00 19.00 23.75 4.75 0.00 -9.00 -- Wall C-1 NSW 13.00 19.00 23.75 4.75 0.00 1.00 - 22 Line D Level 2 Line D Seg 1 21.25 0.00 30.00 30.00 10.50 -8.00 -- Wall D-1 Seg 1 21.25 18.75 29.50 10.75 10.50 0.74 - 22 Level 1 Line D Seg 1 21.00 0.00 30.00 30.00 14.75 -9.00 -- Wall D-1 Seg 1 21.00 0.50 15.50 15.00 14.75 0.60 - 22 Line E Level 1 Line E NSW 48.75 0.00 10.00 10.00 0.00 -9.00 -- Wall E-1 NSW 48.75 0.00 10.00 10.00 0.00 1.00 - 22 Line F Level 2 Line F 1 56.00 0.00 30.00 30.00 17.75 -8.00 -- Wall F-1 Seg 1 56.00 0.00 30.00 30.00 17.75 -- 22 Segment 1 --0.00 1.25 1.25 -6.40 - 22 Opening 1 --1.25 4.25 3.00 --5.00 22 Segment 2 --4.25 17.25 13.00 12.75 0.62 - 22 Opening 2 --17.25 25.25 8.00 --5.00 22 Segment 3 --25.25 30.00 4.75 4.50 1.68 - 22 Level 1 Line F 1 56.00 10.00 30.00 20.00 12.00 -9.00 -- Wall F-1 Seg 1 56.00 10.00 30.00 20.00 12.00 -- 22 Segment 1 --10.00 16.00 6.00 5.75 1.50 - 22 Opening 1 --16.00 24.00 8.00 --5.00 22 Segment 2 --24.00 30.00 6.00 5.75 1.50 - 22 Legend: Type–Seg:Segmented,Prf:Perforated,FT:FTAO(force transferaroundopenings),NSW:Non-shearwall,NW:Non-wood/Proprietary,ND:Not designed Location–Position in structureperpendicular towall Length–Shear line:Distancebetweenexteriorperpendicularwallsdefining theshear lineextent Wall,segment,oropening:End-to-end lengthof theelement FHS–Dependingonelement,showsdifferentdefinitionsof full-heightsheathing length(FHS): Shearlineswith multiple walls,segmentedwalls,orFTAOwalls:Totalshear-resistingFHS Individualwallsegmentsorwallswithoutopenings:Distancebetweenhold-downsbeff Perforatedwalls:Sumof factoredsegment lengthsbidefined inSDPWS4.3.5.6 AspectRatio–Ratioofwallheight tosegment length(h/b); forFTAOwalls, theaspectratioof thecentralpier WallGroup–Walldesign groupdefinedinSheathingandFramingMaterials tables,where it showsassociatedStandardWall Studs:Numberofendstudsat thesouthandnorthorwestandeastendsofawallsegmentoraperforatedorFTAOwall. If twowallgroupnumbers listed, theyare forrigid diaphragmand flexible diaphragmdesign. 5 Page 35 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 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 3.50 43.4 Block 1 WWall MinW->EWind Line 2.00 3.50 32.0 Block 1 WWall 1 W->EWind Line 3.50 56.00 43.4 Block 1 WWall MinW->EWind Line 3.50 56.00 32.0 Block 1 WL Roof MinW->EWind Line 7.00 23.00 0.0 20.8 Block 1 WL Roof 1 W->EWind Line 7.00 23.00 -0.0 -9.4 Block 1 WCtr Roof MinW->EWind Line 23.00 41.00 20.8 Block 1 WCtr Roof 1 W->EWind Line 23.00 41.00 -9.4 Block 1 WR Roof MinW->EWind Line 41.00 57.00 20.8 0.0 Block 1 WR Roof 1 W->EWind Line 41.00 57.00 -9.4 -0.0 Block 1 EWall 1 W->E Lee Line 2.00 8.00 28.9 Block 1 EWall MinW->E Lee Line 2.00 8.00 32.0 Block 1 EL Roof MinW->E Lee Line 7.00 23.00 0.0 20.8 Block 1 EL Roof 1 W->E Lee Line 7.00 23.00 0.0 43.5 Block 1 EWall MinW->E Lee Line 8.00 56.00 32.0 Block 1 EWall 1 W->E Lee Line 8.00 56.00 28.9 Block 1 ECtr Roof MinW->E Lee Line 23.00 41.00 20.8 Block 1 ECtr Roof 1 W->E Lee Line 23.00 41.00 43.5 Block 1 ER Roof 1 W->E Lee Line 41.00 57.00 43.5 0.0 Block 1 ER Roof MinW->E Lee Line 41.00 57.00 20.8 0.0 Block 1 WWall 1 E->W Lee Line 2.00 3.50 28.9 Block 1 WWall MinE->W Lee Line 2.00 3.50 32.0 Block 1 WWall 1 E->W Lee Line 3.50 56.00 28.9 Block 1 WWall MinE->W Lee Line 3.50 56.00 32.0 Block 1 WL Roof MinE->W Lee Line 7.00 23.00 0.0 20.8 Block 1 WL Roof 1 E->W Lee Line 7.00 23.00 0.0 43.5 Block 1 WCtr Roof MinE->W Lee Line 23.00 41.00 20.8 Block 1 WCtr Roof 1 E->W Lee Line 23.00 41.00 43.5 Block 1 WR Roof 1 E->W Lee Line 41.00 57.00 43.5 0.0 Block 1 WR Roof MinE->W Lee Line 41.00 57.00 20.8 0.0 Block 1 EWall 1 E->WWind Line 2.00 8.00 43.4 Block 1 EWall MinE->WWind Line 2.00 8.00 32.0 Block 1 EL Roof MinE->WWind Line 7.00 23.00 0.0 20.8 Block 1 EL Roof 1 E->WWind Line 7.00 23.00 -0.0 -9.4 Block 1 EWall MinE->WWind Line 8.00 56.00 32.0 Block 1 EWall 1 E->WWind Line 8.00 56.00 43.4 Block 1 ECtr Roof 1 E->WWind Line 23.00 41.00 -9.4 Block 1 ECtr Roof MinE->WWind Line 23.00 41.00 20.8 Block 1 ER Roof 1 E->WWind Line 41.00 57.00 -9.4 -0.0 Block 1 ER Roof MinE->WWind Line 41.00 57.00 20.8 0.0 Block 1 SL Roof MinS->NWind Line -1.00 15.00 0.0 20.8 Block 1 SL Roof 1 S->NWind Line -1.00 15.00 -0.0 -3.6 Block 1 SWall MinS->NWind Line 0.00 7.00 32.0 Block 1 SWall 1 S->NWind Line 0.00 7.00 43.4 Block 1 SWall 1 S->NWind Line 7.00 19.00 43.4 Block 1 SWall MinS->NWind Line 7.00 19.00 32.0 Block 1 SR Roof MinS->NWind Line 15.00 31.00 20.8 0.0 Block 1 SR Roof 1 S->NWind Line 15.00 31.00 -3.6 -0.0 Block 1 SWall MinS->NWind Line 19.00 30.00 32.0 Block 1 SWall 1 S->NWind Line 19.00 30.00 43.4 Block 1 NL Roof MinS->N Lee Line -1.00 15.00 0.0 20.8 Block 1 NL Roof 1 S->N Lee Line -1.00 15.00 0.0 42.0 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NWall 1 S->N Lee Line 0.00 30.00 21.9 Block 1 NR Roof MinS->N Lee Line 15.00 31.00 20.8 0.0 Block 1 NR Roof 1 S->N Lee Line 15.00 31.00 42.0 0.0 Block 1 SL Roof MinN->S Lee Line -1.00 15.00 0.0 20.8 Block 1 SL Roof 1 N->S Lee Line -1.00 15.00 0.0 42.0 Block 1 SWall MinN->S Lee Line 0.00 7.00 32.0 Block 1 SWall 1 N->S Lee Line 0.00 7.00 21.9 Block 1 SWall MinN->S Lee Line 7.00 19.00 32.0 Block 1 SWall 1 N->S Lee Line 7.00 19.00 21.9 Block 1 SR Roof MinN->S Lee Line 15.00 31.00 20.8 0.0 Block 1 SR Roof 1 N->S Lee Line 15.00 31.00 42.0 0.0 Block 1 SWall MinN->S Lee Line 19.00 30.00 32.0 Block 1 SWall 1 N->S Lee Line 19.00 30.00 21.9 Block 1 NL Roof 1 N->SWind Line -1.00 15.00 -0.0 -3.6 Block 1 NL Roof MinN->SWind Line -1.00 15.00 0.0 20.8 Block 1 NWall 1 N->SWind Line 0.00 30.00 43.4 Block 1 N Wall Min N->S Wind Line 0.00 30.00 32.0 6 Page 36 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 N R Roof Min N->S Wind Line 15.00 31.00 20.8 0.0 Block 1 NR Roof 1 N->SWind Line 15.00 31.00 -3.6 -0.0 Block 2 WL Roof 1 W->EWind Line 2.50 7.00 -0.0 -3.8 Block 2 WL Roof MinW->EWind Line 2.50 7.00 0.0 5.8 Block 2 WCtr Roof MinW->EWind Line 7.00 13.00 5.8 Block 2 WCtr Roof 1 W->EWind Line 7.00 13.00 -3.8 Block 2 WR Roof 1 W->EWind Line 13.00 17.50 -3.8 -0.0 Block 2 WR Roof MinW->EWind Line 13.00 17.50 5.8 0.0 Block 2 EL Roof MinW->E Lee Line 2.50 7.00 0.0 5.8 Block 2 EL Roof 1 W->E Lee Line 2.50 7.00 0.0 12.5 Block 2 ECtr Roof 1 W->E Lee Line 7.00 13.00 12.5 Block 2 ECtr Roof MinW->E Lee Line 7.00 13.00 5.8 Block 2 ER Roof MinW->E Lee Line 13.00 17.50 5.8 0.0 Block 2 ER Roof 1 W->E Lee Line 13.00 17.50 12.5 0.0 Block 2 WL Roof MinE->W Lee Line 2.50 7.00 0.0 5.8 Block 2 WL Roof 1 E->W Lee Line 2.50 7.00 0.0 12.5 Block 2 WCtr Roof MinE->W Lee Line 7.00 13.00 5.8 Block 2 WCtr Roof 1 E->W Lee Line 7.00 13.00 12.5 Block 2 WR Roof MinE->W Lee Line 13.00 17.50 5.8 0.0 Block 2 WR Roof 1 E->W Lee Line 13.00 17.50 12.5 0.0 Block 2 EL Roof 1 E->WWind Line 2.50 7.00 -0.0 -3.8 Block 2 EL Roof MinE->WWind Line 2.50 7.00 0.0 5.8 Block 2 ECtr Roof MinE->WWind Line 7.00 13.00 5.8 Block 2 ECtr Roof 1 E->WWind Line 7.00 13.00 -3.8 Block 2 ER Roof 1 E->WWind Line 13.00 17.50 -3.8 -0.0 Block 2 ER Roof MinE->WWind Line 13.00 17.50 5.8 0.0 Block 2 SL Roof MinS->NWind Line -1.00 9.50 -0.0 -13.6 Block 2 SL Roof 1 S->NWind Line -1.00 9.50 -0.0 -8.8 Block 2 SR Roof MinS->NWind Line 9.50 20.00 -13.6 -0.0 Block 2 SR Roof 1 S->NWind Line 9.50 20.00 -8.8 -0.0 Block 2 SL Roof 1 N->S Lee Line -1.00 9.50 0.0 29.2 Block 2 SL Roof MinN->S Lee Line -1.00 9.50 0.0 13.6 Block 2 SR Roof MinN->S Lee Line 9.50 20.00 13.6 0.0 Block 2 SR Roof 1 N->S Lee Line 9.50 20.00 29.2 0.0 Block 3 WL Roof MinW->EWind Line 1.00 2.50 0.0 1.9 Block 3 WL Roof 1 W->EWind Line 1.00 2.50 -0.0 -1.2 Block 3 WCtr Roof 1 W->EWind Line 2.50 8.00 -1.2 Block 3 WCtr Roof MinW->EWind Line 2.50 8.00 1.9 Block 3 WR Roof 1 W->EWind Line 8.00 9.50 -1.2 -0.0 Block 3 WR Roof MinW->EWind Line 8.00 9.50 1.9 0.0 Block 3 EL Roof 1 W->E Lee Line 1.00 2.50 0.0 4.1 Block 3 EL Roof MinW->E Lee Line 1.00 2.50 0.0 1.9 Block 3 ECtr Roof MinW->E Lee Line 2.50 8.00 1.9 Block 3 ECtr Roof 1 W->E Lee Line 2.50 8.00 4.1 Block 3 ER Roof 1 W->E Lee Line 8.00 9.50 4.1 0.0 Block 3 ER Roof MinW->E Lee Line 8.00 9.50 1.9 0.0 Block 3 WL Roof MinE->W Lee Line 1.00 2.50 0.0 1.9 Block 3 WL Roof 1 E->W Lee Line 1.00 2.50 0.0 4.1 Block 3 WCtr Roof MinE->W Lee Line 2.50 8.00 1.9 Block 3 WCtr Roof 1 E->W Lee Line 2.50 8.00 4.1 Block 3 WR Roof MinE->W Lee Line 8.00 9.50 1.9 0.0 Block 3 WR Roof 1 E->W Lee Line 8.00 9.50 4.1 0.0 Block 3 EL Roof 1 E->WWind Line 1.00 2.50 -0.0 -1.2 Block 3 EL Roof MinE->WWind Line 1.00 2.50 0.0 1.9 Block 3 ECtr Roof MinE->WWind Line 2.50 8.00 1.9 Block 3 ECtr Roof 1 E->WWind Line 2.50 8.00 -1.2 Block 3 ER Roof MinE->WWind Line 8.00 9.50 1.9 0.0 Block 3 ER Roof 1 E->WWind Line 8.00 9.50 -1.2 -0.0 Block 3 SL Roof 1 S->NWind Line 6.00 13.00 -0.0 -5.8 Block 3 SL Roof MinS->NWind Line 6.00 13.00 -0.0 -9.1 Block 3 SR Roof 1 S->NWind Line 13.00 20.00 -5.8 -0.0 Block 3 SR Roof MinS->NWind Line 13.00 20.00 -9.1 -0.0 Block 3 SL Roof MinN->S Lee Line 6.00 13.00 0.0 9.1 Block 3 SL Roof 1 N->S Lee Line 6.00 13.00 0.0 19.3 Block 3 SR Roof MinN->S Lee Line 13.00 20.00 9.1 0.0 Block 3 SR Roof 1 N->S Lee Line 13.00 20.00 19.3 0.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall 1 W->EWind Line 0.00 48.75 61.7 Block 1 WWall MinW->EWind Line 0.00 48.75 48.0 Block 1 WWall 1 W->EWind Line 2.00 3.50 41.3 Block 1 W Wall Min W->E Wind Line 2.00 3.50 32.0 7 Page 37 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 W Wall Min W->E Wind Line 3.50 56.00 32.0 Block 1 WWall 1 W->EWind Line 3.50 56.00 41.3 Block 1 WWall MinW->EWind Line 11.00 13.00 48.0 Block 1 WWall 1 W->EWind Line 11.00 13.00 61.7 Block 1 WWall MinW->EWind Line 48.75 56.00 48.0 Block 1 WWall 1 W->EWind Line 48.75 56.00 61.7 Block 1 EWall MinW->E Lee Line 0.00 13.00 48.0 Block 1 EWall 1 W->E Lee Line 0.00 13.00 43.3 Block 1 EWall 1 W->E Lee Line 2.00 8.00 28.9 Block 1 EWall MinW->E Lee Line 2.00 8.00 32.0 Block 1 EWall MinW->E Lee Line 8.00 56.00 32.0 Block 1 EWall 1 W->E Lee Line 8.00 56.00 28.9 Block 1 EWall MinW->E Lee Line 11.00 56.00 48.0 Block 1 EWall 1 W->E Lee Line 11.00 56.00 43.3 Block 1 WWall MinE->W Lee Line 0.00 48.75 48.0 Block 1 WWall 1 E->W Lee Line 0.00 48.75 43.3 Block 1 WWall 1 E->W Lee Line 2.00 3.50 28.9 Block 1 WWall MinE->W Lee Line 2.00 3.50 32.0 Block 1 WWall 1 E->W Lee Line 3.50 56.00 28.9 Block 1 WWall MinE->W Lee Line 3.50 56.00 32.0 Block 1 WWall 1 E->W Lee Line 11.00 13.00 43.3 Block 1 WWall MinE->W Lee Line 11.00 13.00 48.0 Block 1 WWall MinE->W Lee Line 48.75 56.00 48.0 Block 1 WWall 1 E->W Lee Line 48.75 56.00 43.3 Block 1 EWall 1 E->WWind Line 0.00 13.00 61.7 Block 1 EWall MinE->WWind Line 0.00 13.00 48.0 Block 1 EWall MinE->WWind Line 2.00 8.00 32.0 Block 1 EWall 1 E->WWind Line 2.00 8.00 41.3 Block 1 EWall 1 E->WWind Line 8.00 56.00 41.3 Block 1 EWall MinE->WWind Line 8.00 56.00 32.0 Block 1 EWall MinE->WWind Line 11.00 56.00 48.0 Block 1 EWall 1 E->WWind Line 11.00 56.00 61.7 Block 1 SWall 1 S->NWind Line 0.00 7.00 41.3 Block 1 SWall MinS->NWind Line 0.00 19.00 48.0 Block 1 SWall 1 S->NWind Line 0.00 19.00 61.7 Block 1 SWall MinS->NWind Line 0.00 7.00 32.0 Block 1 SWall MinS->NWind Line 7.00 19.00 32.0 Block 1 SWall 1 S->NWind Line 7.00 19.00 41.3 Block 1 SWall 1 S->NWind Line 19.00 30.00 41.3 Block 1 SWall MinS->NWind Line 19.00 30.00 32.0 Block 1 SWall 1 S->NWind Line 19.00 23.75 61.7 Block 1 SWall MinS->NWind Line 19.00 23.75 48.0 Block 1 SWall MinS->NWind Line 23.75 30.00 48.0 Block 1 SWall 1 S->NWind Line 23.75 30.00 61.7 Block 1 NWall 1 S->N Lee Line 0.00 30.00 21.9 Block 1 NWall 1 S->N Lee Line 0.00 10.00 32.9 Block 1 NWall MinS->N Lee Line 0.00 10.00 48.0 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NWall MinS->N Lee Line 10.00 30.00 48.0 Block 1 NWall 1 S->N Lee Line 10.00 30.00 32.9 Block 1 SWall 1 N->S Lee Line 0.00 7.00 21.9 Block 1 SWall MinN->S Lee Line 0.00 7.00 32.0 Block 1 SWall 1 N->S Lee Line 0.00 19.00 32.9 Block 1 SWall MinN->S Lee Line 0.00 19.00 48.0 Block 1 SWall 1 N->S Lee Line 7.00 19.00 21.9 Block 1 SWall MinN->S Lee Line 7.00 19.00 32.0 Block 1 SWall 1 N->S Lee Line 19.00 23.75 32.9 Block 1 SWall 1 N->S Lee Line 19.00 30.00 21.9 Block 1 SWall MinN->S Lee Line 19.00 30.00 32.0 Block 1 SWall MinN->S Lee Line 19.00 23.75 48.0 Block 1 SWall 1 N->S Lee Line 23.75 30.00 32.9 Block 1 SWall MinN->S Lee Line 23.75 30.00 48.0 Block 1 NWall MinN->SWind Line 0.00 30.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 30.00 41.3 Block 1 NWall 1 N->SWind Line 0.00 10.00 61.7 Block 1 NWall MinN->SWind Line 0.00 10.00 48.0 Block 1 NWall 1 N->SWind Line 10.00 30.00 61.7 Block 1 NWall MinN->SWind Line 10.00 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 38 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 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 39 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 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 7.00 57.00 240.0 240.0 E-W Roof Block 1 5 Line 7.00 57.00 240.0 240.0 E-W Roof Block 2 1 Line 2.50 8.00 157.5 157.5 E-W Roof Block 2 3 Line 2.50 8.00 157.5 157.5 E-W Roof Block 3 2 Line 1.00 3.50 105.0 105.0 E-W Roof Block 3 3 Line 1.00 3.50 105.0 105.0 N-S Roof Block 1 B Line -1.00 31.00 375.0 375.0 N-S Roof Block 1 F Line -1.00 31.00 375.0 375.0 N-S Roof Block 2 Line -1.00 20.00 48.8 48.8 N-S Roof Block 2 B Line -1.00 20.00 33.8 33.8 N-S Roof Block 3 Line 6.00 20.00 26.2 26.2 N-S Roof Block 3 Line 6.00 20.00 11.2 11.2 BothWall 1-1 n/a 1 Line 3.50 56.00 40.0 40.0 BothWall 2-1 n/a 2 Line 2.00 3.50 40.0 40.0 BothWall 3-1 n/a 3 Line 2.00 8.00 40.0 40.0 BothWall 5-1 n/a 5 Line 8.00 56.00 40.0 40.0 BothWall A-2 n/a Line 7.00 19.00 40.0 40.0 BothWall A-1 n/a Line 0.00 7.00 40.0 40.0 BothWall B-1 n/a B Line 19.00 30.00 40.0 40.0 BothWall D-1 n/a Line 18.75 29.50 24.0 24.0 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 Floor F1 n/a 1 Line 0.00 13.00 114.0 114.0 BothWall 1-1 n/a 1 Line 3.50 56.00 40.0 40.0 E-W Floor F2 n/a 1 Line 13.00 48.75 180.0 180.0 BothWall 2-1 n/a 2 Line 2.00 3.50 40.0 40.0 E-W Floor F3 n/a Line 48.75 56.00 120.0 120.0 E-W Floor F1 n/a 3 Line 0.00 13.00 114.0 114.0 BothWall 3-1 n/a 3 Line 2.00 8.00 40.0 40.0 E-W Floor F4 n/a 4 Line 11.00 13.00 37.5 37.5 BothWall 5-1 n/a 5 Line 8.00 56.00 40.0 40.0 E-W Floor F4 n/a 5 Line 11.00 13.00 37.5 37.5 E-W Floor F2 n/a 5 Line 13.00 48.75 180.0 180.0 E-W Floor F3 n/a 5 Line 48.75 56.00 120.0 120.0 N-S Floor F1 n/a A Line 0.00 10.00 292.5 292.5 N-S Floor F2 n/a A Line 10.00 19.00 336.0 336.0 BothWall A-2 n/a Line 7.00 19.00 40.0 40.0 BothWall A-1 n/a Line 0.00 7.00 40.0 40.0 BothWall B-1 n/a B Line 19.00 30.00 40.0 40.0 N-S Floor F4 n/a Line 23.75 30.00 270.0 270.0 N-S Floor F3 n/a C Line 19.00 23.75 258.0 258.0 BothWall D-1 n/a Line 18.75 29.50 24.0 24.0 N-S Floor F1 n/a E Line 0.00 10.00 292.5 292.5 BothWall F-1 n/a F Line 0.00 30.00 40.0 40.0 N-S Floor F2 n/a F Line 10.00 19.00 336.0 336.0 N-S Floor F3 n/a F Line 19.00 23.75 258.0 258.0 N-S Floor F4 n/a F Line 23.75 30.00 270.0 270.0 Both Wall 1-1 n/a 1 Line 0.00 48.75 45.0 45.0 10 Page 40 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 BUILDINGMASSES(continued) Both Wall 2-1 n/a Line 48.75 56.00 45.0 45.0 BothWall 3-1 n/a 3 Line 0.00 13.00 45.0 45.0 BothWall 4-1 n/a 4 Line 11.00 13.00 45.0 45.0 BothWall 5-1 n/a 5 Line 11.00 56.00 45.0 45.0 BothWall A-1 n/a A Line 0.00 19.00 45.0 45.0 BothWall B-1 n/a Line 23.75 30.00 45.0 45.0 BothWall C-1 n/a C Line 19.00 23.75 45.0 45.0 BothWall D-1 n/a D Line 0.50 15.50 27.0 27.0 BothWall E-1 n/a E Line 0.00 10.00 45.0 45.0 BothWall F-1 n/a F Line 10.00 30.00 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 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line 1.00 2.00 41.2 41.2 E-W Point 2.00 2.00 94 94 E-W Line 2.00 2.50 56.9 56.9 E-W Line 2.50 3.50 118.7 118.7 E-W Point 3.50 3.50 55 55 E-W Line 3.50 7.00 77.5 77.5 E-W Line 7.00 8.00 171.6 171.6 E-W Point 8.00 8.00 86 86 E-W Line 8.00 56.00 109.8 109.8 E-W Point 21.25 21.25 51 51 E-W Point 56.00 56.00 235 235 E-W Line 56.00 57.00 94.1 94.1 N-S Line -1.00 0.00 163.3 163.3 N-S Point 0.00 0.00 412 412 N-S Line 0.00 6.00 179.0 179.0 N-S Line 6.00 7.00 186.3 186.3 N-S Point 7.00 7.00 12 12 N-S Line 7.00 18.75 186.3 186.3 N-S Line 18.75 19.00 191.0 191.0 N-S Point 19.00 19.00 47 47 N-S Line 19.00 20.00 191.0 191.0 N-S Line 20.00 29.50 167.5 167.5 N-S Line 29.50 30.00 162.8 162.8 N-S Point 30.00 30.00 377 377 N-S Line 30.00 31.00 147.1 147.1 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 95 95 E-W Line 0.00 2.00 35.4 35.4 E-W Point 2.00 2.00 53 53 E-W Line 2.00 3.50 44.3 44.3 E-W Point 3.50 3.50 31 31 E-W Line 3.50 8.00 44.3 44.3 E-W Point 8.00 8.00 1153 1153 E-W Point 8.00 8.00 49 49 E-W Line 8.00 11.00 44.3 44.3 E-W Point 11.00 11.00 31 31 E-W Line 11.00 13.00 62.7 62.7 E-W Point 13.00 13.00 24 24 E-W Line 13.00 48.75 59.0 59.0 E-W Point 21.00 21.00 45 45 E-W Point 21.25 21.25 29 29 E-W Point 48.75 48.75 50 50 E-W Line 48.75 56.00 45.6 45.6 E-W Point 56.00 56.00 234 234 N-S Point 0.00 0.00 478 478 N-S Line 0.00 0.50 84.0 84.0 N-S Line 0.50 7.00 87.0 87.0 N-S Point 7.00 7.00 7 7 N-S Line 7.00 10.00 87.0 87.0 N-S Point 10.00 10.00 36 36 N-S Line 10.00 15.50 96.7 96.7 N-S Line 15.50 18.75 93.7 93.7 N-S Line 18.75 19.00 96.4 96.4 N-S Point 19.00 19.00 92 92 N-S Line 19.00 23.75 79.0 79.0 N-S Point 23.75 23.75 10 10 N-S Line 23.75 29.50 81.7 81.7 N-S Line 29.50 30.00 79.0 79.0 N-S Point 30.00 30.00 439 439 Legend: Loads in tablecanbeaccumulationof loads fromseveralbuildingmasses,so theydonotcorrespondwith aparticularbuildingelement. Location-Startandendof load indirectionperpendicular toseismic forcedirection 12 Page 42 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.70andredundancy factor toseismic loadsbeforedistributing them to theshearlines. 13 Page 43 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 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 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 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 - - 721 - - - 339 - - 13833 - -N->S - - 944 - - - 339 - - 13833 - Wall1-1 1 S->N - - 721 -1.0 - 339 - - 13833 - 1 N->S - - 944 -1.0 - 339 - - 13833 - Seg. 1 -S->N 17.7 - 394 -1.0 - 339 -339 7553 0.05 -N->S 23.2 - 515 -1.0 - 339 -339 7553 0.07 Seg. 2 -S->N 17.7 - 327 -1.0 - 339 -339 6280 0.05 -N->S 23.2 - 429 -1.0 - 339 -339 6280 0.07 Seg. 3 -Both 0.0 - 0 -1.0 - 339 -339 - - Level 1 Ln1,Lev1 -S->N - - 2141 - - - 339 - - 13833 - -N->S - - 2365 - - - 339 - - 13833 - Wall1-1 1 S->N - - 2141 -1.0 - 339 - - 13833 - 1 N->S - - 2365 -1.0 - 339 - - 13833 - Seg. 1 -S->N 52.6 - 709 -1.0 - 339 -339 4583 0.15 -N->S 58.0 - 783 -1.0 - 339 -339 4583 0.17 Seg. 2 -S->N 52.6 - 394 -1.0 - 339 -339 2546 0.15 -N->S 58.0 - 435 -1.0 - 339 -339 2546 0.17 Seg. 3 -S->N 52.6 - 1038 -1.0 - 339 -339 6704 0.15 -N->S 58.0 - 1146 -1.0 - 339 -339 6704 0.17 Line 5 Level 2 Ln5,Lev2 -S->N - - 744 - - - 339 - - 12135 - -N->S - - 866 - - - 339 - - 12135 - Wall5-1 1 S->N - - 744 -1.0 - 339 - - 12135 - 1 N->S - - 866 -1.0 - 339 - - 12135 - Seg. 1 -S->N 20.8 - 281 -1.0 - 339 -339 4583 0.06 -N->S 24.2 - 327 -1.0 - 339 -339 4583 0.07 Seg. 2 -S->N 20.8 - 463 -1.0 - 339 -339 7553 0.06 -N->S 24.2 - 539 -1.0 - 339 -339 7553 0.07 Level 1 Ln5,Lev1 -S->N - - 2172 - - - 339 - - 8656 - -N->S - - 2286 - - - 339 - - 8656 - Wall5-1 1 S->N - - 2172 -1.0 - 339 - - 8656 - 1 N->S - - 2286 -1.0 - 339 - - 8656 - Seg. 1 -S->N 85.2 - 894 -1.0 - 339 -339 3564 0.25 -N->S 89.7 - 941 -1.0 - 339 -339 3564 0.26 Seg. 2 -S->N 85.2 - 1278 -1.0 - 339 -339 5092 0.25 -N->S 89.7 - 1345 -1.0 - 339 -339 5092 0.26 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 - - 141 - - - 339 - - 1528 - WallA-2 1 Both - - 141 -1.0 - 339 - - 1528 - Seg. 1 -Both 23.5 - 71 -.75 - 255 -255 764 0.09 Seg. 2 -Both 23.5 - 71 -.75 - 255 -255 764 0.09 Level 1 LnA,Lev1 -Both - - 1534 - - - 339 - - 2716 - WallA-1 1 Both - - 1534 -1.0 - 339 - - 2716 - Seg. 1 -Both 191.7 - 1534 -1.0 - 339 -339 2716 0.56 Seg. 2 -Both 0.0 - 0 -1.0 - 339 -339 - - Line B Level 2 LnB,Lev2 -Both - - 509 - - - 339 - - 1538 - WallB-1 1 Both - - 509 -1.0 - 339 - - 1538 - Seg. 1 -Both 77.2 - 212 -.69 - 233 -233 642 0.33 Seg. 2 -Both 91.3 - 297 -.81 - 276 -276 896 0.33 Line D LnD,Lev2 -Both - - 1467 - - - 339 - - 3649 - WallD-1 1 Both 136.4 - 1467 -1.0 - 339 -339 3649 0.40 Level 1 LnD,Lev1 -Both - - 4672 - - - 339 - - 5092 - WallD-1 1 Both 311.4 - 4672 - 1.0 - 339 - 339 5092 0.92 15 Page 45 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 SHEARRESULTS(flexiblewinddesign,continued) Line F Level 2 LnF,Lev2 -Both - - 986 - - - 339 - - 6025 - WallF-1 1 Both - - 986 -1.0 - 339 - - 6025 - Seg. 1 -Both 0.0 - 0 -1.0 - 339 -339 - - Seg. 2 -Both 55.5 - 722 -1.0 - 339 -339 4413 0.16 Seg. 3 -Both 55.5 - 264 -1.0 - 339 -339 1612 0.16 Level 1 LnF,Lev1 -Both - - 2825 - - - 339 - - 4073 - WallF-1 1 Both - - 2825 -1.0 - 339 - - 4073 - Seg. 1 -Both 235.4 - 1413 -1.0 - 339 -339 2037 0.69 Seg. 2 -Both 235.4 - 1413 -1.0 - 339 -339 2037 0.69 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 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 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 1 482 482 LIMIT w/o 1500 0.32 V Elem 0.00 3.63 1 143 143 Refer to upper level 1-1 L Op 1 0.00 13.38 1 532 532 LIMIT w/o 1500 0.35 1-1 R Op 1 0.00 16.62 1 489 489 LIMIT w/o 1500 0.33 1-1 L Op 2 0.00 23.88 1 667 667 LIMIT w/o 1500 0.44 1-1 R Op 2 0.00 29.13 1 433 433 LIMIT w/o 1500 0.29 V Elem 0.00 30.88 1 143 143 Refer to upper level 1-1 R End 0.00 48.63 1 529 529 LIMIT w/o 1500 0.35 V Elem 0.00 49.13 1 188 188 Refer to upper level Line 5 V Elem 30.00 8.13 1 170 170 Refer to upper level 5-1 L End 30.00 11.13 1 785 785 LIMIT w/o 1500 0.52 5-1 L Op 1 30.00 21.38 1 952 952 STHD14 (8" S 3815 0.25 5-1 R Op 1 30.00 41.13 1 886 886 STHD14 (8" S 3815 0.23 5-1 R End 30.00 55.88 1 1017 1017 STHD14 (8" S 3815 0.27 Line A A-1 L End 0.12 0.00 1 1781 1781 N/A 30000 0.06 V Elem 7.13 0.00 1 205 205 Refer to upper level A-1 L Op 1 7.88 0.00 1 1781 1781 N/A 30000 0.06 V Elem 9.87 0.00 1 205 205 Refer to upper level V Elem 16.13 0.00 1 205 205 Refer to upper level V Elem 18.88 0.00 1 205 205 Refer to upper level Line B V Elem 19.12 8.00 1 680 680 Refer to upper level V Elem 21.63 8.00 1 680 680 Refer to upper level V Elem 26.88 11.00 1 791 791 Refer to upper level V Elem 29.88 11.00 1 791 791 Refer to upper level Line D D-1 L End 0.63 21.00 1 2851 2851 STHD14 (8" S 3815 0.75 D-1 R End 15.38 21.00 1 2851 2851 STHD14 (8" S 3815 0.75 V Elem 18.88 21.25 1 1118 1118 Refer to upper level V Elem 29.38 21.25 1 1118 1118 Refer to upper level Line F V Elem 4.38 56.00 1 453 453 Refer to upper level F-1 L End 10.13 56.00 1 2211 2211 STHD14 (8" S 3815 0.58 F-1 L Op 1 15.88 56.00 1 2600 2600 STHD14 (8" S 3815 0.68 F-1 R Op 1 24.13 56.00 1 2147 2147 STHD14 (8" S 3815 0.56 V Elem 25.38 56.00 1 469 469 Refer to upper level F-1 R End 29.88 56.00 1 2680 2680 STHD14 (8" S 3815 0.70 Level 2 TensileHold-down Line-Location[ft]Load orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 3.63 1 143 143 LIMIT w/o 1500 0.10 1-1 L Op 1 0.00 25.63 1 187 187 LIMIT w/o 1500 0.12 1-1 R Op 1 0.00 30.88 1 143 143 LIMIT w/o 1500 0.10 1-1 L Op 2 0.00 49.13 1 188 188 LIMIT w/o 1500 0.13 Line 5 5-1 L End 30.00 8.13 1 170 170 LIMIT w/o 1500 0.11 5-1 L Op 1 30.00 21.38 1 197 197 LIMIT w/o 1500 0.13 5-1 R Op 1 30.00 33.87 1 168 168 LIMIT w/o 1500 0.11 5-1 R End 30.00 55.88 1 196 196 LIMIT w/o 1500 0.13 Line A A-2 L End 7.13 2.00 1 205 205 LIMIT w/o 1500 0.14 A-2 L Op 1 9.87 2.00 1 205 205 LIMIT w/o 1500 0.14 A-2 R Op 1 16.13 2.00 1 205 205 LIMIT w/o 1500 0.14 A-2 R End 18.88 2.00 1 205 205 LIMIT w/o 1500 0.14 Line B B-1 L End 19.12 8.00 1 680 680 LIMIT w/o 1500 0.45 B-1 L Op 1 21.63 8.00 1 680 680 LIMIT w/o 1500 0.45 B-1 R Op 1 26.88 8.00 1 791 791 LIMIT w/o 1500 0.53 B-1 R End 29.88 8.00 1 791 791 LIMIT w/o 1500 0.53 Line D D-1 L End 18.88 21.25 1 1118 1118 LIMIT w/o 1500 0.75 D-1 R End 29.38 21.25 1 1118 1118 LIMIT w/o 1500 0.75 Line F F-1 R Op 1 4.38 56.00 1 453 453 LIMIT w/o 1500 0.30 F-1 L Op 2 17.13 56.00 1 453 453 LIMIT w/o 1500 0.30 17 Page 47 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 Hold-DownandCompressionDesign(flexiblewinddesign,continued) F-1 R Op 2 25.38 56.00 1 469 469 LIMIT w/o 1500 0.31 F-1 R End 29.88 56.00 1 469 469 LIMIT w/o 1500 0.31 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 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 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 13.50 116 -129 1-1 Right Opening 1 0.00 16.50 -15 17 1-1 Left Opening 2 0.00 24.00 49 -54 1-1 Right Opening 2 0.00 29.00 -170 188 Line 5 5-1 Left Opening 1 30.00 21.50 388 -408 5-1 Right Opening 1 30.00 41.00 -554 583 Line A A-1 Left Opening 1 8.00 0.00 888 -888 Line D D-1 Left Wall End 0.50 21.00 -78 78 D-1 Right Wall End 15.50 21.00 2258-2258 Line F F-1 Left Opening 1 16.00 56.00 565 -565 F-1 Right Opening 1 24.00 56.00 -565 565 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 25.75 88 -115 1-1 Right Opening 1 0.00 30.75 19 -25 1-1 Left Opening 2 0.00 49.25 93 -121 Line 5 5-1 Left Opening 1 30.00 21.50 72 -83 5-1 Right Opening 1 30.00 33.75 -118 138 Line A A-2 Left Wall End 7.00 2.00 -82 82 A-2 Left Opening 1 10.00 2.00 -47 47 A-2 Right Opening 1 16.00 2.00 -118 118 Line B B-1 Left Wall End 19.00 8.00 -322 322 B-1 Left Opening 1 21.75 8.00 -157 157 B-1 Right Opening 1 26.75 8.00 -242 242 Line D D-1 Left Wall End 18.75 21.25 -917 917 D-1 Right Wall End 29.50 21.25 24 -24 Line F F-1 Right Opening 1 4.25 56.00 -140 140 F-1 Left Opening 2 17.25 56.00 155 -155 F-1 Right Opening 2 25.25 56.00 -108 108 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 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 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 33236 1543.5 4563 4563 9100 18549 5621 5621 5621 5621 1 33027 1477.0 2573 2573 8486 16063 5586 7603 5586 5586 All 66263 -7136 7136 - - - - - - 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 = 0.866,butV1 / Vr1 = 0.444,so theweakstory ispermitted. 20 Page 50 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 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 - - 2329 - - - 242 - - 9880 - Wall1-1 1 Both - - 2329 -1.0 - 242 - - 9880 - Seg. 1 -Both 57.2 - 1272 -1.0 - 242 -242 5395 0.24 Seg. 2 -Both 57.2 - 1057 -1.0 - 242 -242 4486 0.24 Seg. 3 -Both 0.0 - 0 -1.0 - 242 -242 - - Level 1 Ln1,Lev1 -Both - - 3640 - - - 242 - - 9880 - Wall1-1 1 Both - - 3640 -1.0 - 242 - - 9880 - Seg. 1 -Both 89.3 - 1206 -1.0 - 242 -242 3273 0.37 Seg. 2 -Both 89.3 - 670 -1.0 - 242 -242 1818 0.37 Seg. 3 -Both 89.3 - 1764 -1.0 - 242 -242 4789 0.37 Line 5 Level 2 Ln5,Lev2 -Both - - 2234 - - - 242 - - 8668 - Wall5-1 1 Both - - 2234 -1.0 - 242 - - 8668 - Seg. 1 -Both 62.5 - 843 -1.0 - 242 -242 3273 0.26 Seg. 2 -Both 62.5 - 1390 -1.0 - 242 -242 5395 0.26 Level 1 Ln5,Lev1 -Both - - 3496 - - - 242 - - 6183 - Wall5-1 1 Both - - 3496 -1.0 - 242 - - 6183 - Seg. 1 -Both 137.1 - 1439 -1.0 - 242 -242 2546 0.57 Seg. 2 -Both 137.1 - 2056 -1.0 - 242 -242 3637 0.57 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 - - 309 - - - 242 - - 1091 - WallA-2 1 Both - - 309 -1.0 - 242 - - 1091 - Seg. 1 -Both 51.5 - 154 -.75 - 182 -182 546 0.28 Seg. 2 -Both 51.5 - 154 -.75 - 182 -182 546 0.28 Level 1 LnA,Lev1 -Both - - 1305 - - - 242 - - 1940 - WallA-1 1 Both - - 1305 -1.0 - 242 - - 1940 - Seg. 1 -Both 163.2 - 1305 -1.0 - 242 -242 1940 0.67 Seg. 2 -Both 0.0 - 0 -1.0 - 242 -242 - - Line B Level 2 LnB,Lev2 -Both - - 807 - - - 242 - - 1099 - WallB-1 1 Both - - 807 -1.0 - 242 - - 1099 - Seg. 1 -Both 122.4 - 337 -.69 - 167 -167 458 0.73 Seg. 2 -Both 144.7 - 470 -.81 - 197 -197 640 0.73 Line D LnD,Lev2 -Both - - 1880 - - - 242 - - 2606 - WallD-1 1 Both 174.9 - 1880 -1.0 - 242 -242 2606 0.72 Level 1 LnD,Lev1 -Both - - 3411 - - - 242 - - 3637 - WallD-1 1^Both 227.4 - 3411 -1.0 - 242 -242 3637 0.94 Line F Level 2 LnF,Lev2 -Both - - 1566 - - - 242 - - 4304 - WallF-1 1 Both - - 1566 -1.0 - 242 - - 4304 - Seg. 1 -Both 0.0 - 0 -1.0 - 242 -242 - - Seg. 2 -Both 88.2 - 1147 -1.0 - 242 -242 3152 0.36 Seg. 3 -Both 88.2 - 419 -1.0 - 242 -242 1152 0.36 Level 1 LnF,Lev1 -Both - - 2420 - - - 242 - - 2910 - WallF-1 1 Both - - 2420 -1.0 - 242 - - 2910 - Seg. 1 -Both 201.7 - 1210 -1.0 - 242 -242 1455 0.83 Seg. 2 -Both 201.7 - 1210 -1.0 - 242 -242 1455 0.83 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 21 Page 51 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 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 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 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 0.12 819 819 LIMIT w/o 1500 0.55 V Elem 0.00 3.63 462 462 Refer to upper level 1-1 L Op 1 0.00 13.38 819 819 LIMIT w/o 1500 0.55 1-1 R Op 1 0.00 16.62 832 832 LIMIT w/o 1500 0.55 1-1 L Op 2 0.00 23.88 1144 1144 LIMIT w/o 1500 0.76 1-1 R Op 2 0.00 29.13 664 664 LIMIT w/o 1500 0.44 V Elem 0.00 30.88 463 463 Refer to upper level 1-1 R End 0.00 48.63 814 814 LIMIT w/o 1500 0.54 V Elem 0.00 49.13 463 463 Refer to upper level Line 5 V Elem 30.00 8.13 509 509 Refer to upper level 5-1 L End 30.00 11.13 1264 1264 LIMIT w/o 1500 0.84 5-1 L Op 1 30.00 21.38 1588 1588 STHD14 (8" S 3815 0.42 5-1 R Op 1 30.00 41.13 1575 1575 STHD14 (8" S 3815 0.41 5-1 R End 30.00 55.88 1760 1760 STHD14 (8" S 3815 0.46 Line A A-1 L End 0.12 0.00 1516 1516 N/A 30000 0.05 V Elem 7.13 0.00 449 449 Refer to upper level A-1 L Op 1 7.88 0.00 1516 1516 N/A 30000 0.05 V Elem 9.87 0.00 449 449 Refer to upper level V Elem 16.13 0.00 449 449 Refer to upper level V Elem 18.88 0.00 449 449 Refer to upper level Line B V Elem 19.12 8.00 1077 1077 Refer to upper level V Elem 21.63 8.00 1077 1077 Refer to upper level V Elem 26.88 11.00 1254 1254 Refer to upper level V Elem 29.88 11.00 1254 1254 Refer to upper level Line D D-1 L End 0.63 21.00 2081 2081 STHD14 (8" S 3815 0.55 D-1 R End 15.38 21.00 2081 2081 STHD14 (8" S 3815 0.55 V Elem 18.88 21.25 1433 1433 Refer to upper level V Elem 29.38 21.25 1433 1433 Refer to upper level Line F V Elem 4.38 56.00 720 720 Refer to upper level F-1 L End 10.13 56.00 1894 1894 STHD14 (8" S 3815 0.50 F-1 L Op 1 15.88 56.00 2512 2512 STHD14 (8" S 3815 0.66 F-1 R Op 1 24.13 56.00 1793 1793 STHD14 (8" S 3815 0.47 V Elem 25.38 56.00 745 745 Refer to upper level F-1 R End 29.88 56.00 2639 2639 STHD14 (8" S 3815 0.69 Level 2 TensileHold-down Line-Location[ft]orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 3.63 462 462 LIMIT w/o 1500 0.31 1-1 L Op 1 0.00 25.63 462 462 LIMIT w/o 1500 0.31 1-1 R Op 1 0.00 30.88 463 463 LIMIT w/o 1500 0.31 1-1 L Op 2 0.00 49.13 463 463 LIMIT w/o 1500 0.31 Line 5 5-1 L End 30.00 8.13 509 509 LIMIT w/o 1500 0.34 5-1 L Op 1 30.00 21.38 509 509 LIMIT w/o 1500 0.34 5-1 R Op 1 30.00 33.87 506 506 LIMIT w/o 1500 0.34 5-1 R End 30.00 55.88 506 506 LIMIT w/o 1500 0.34 Line A A-2 L End 7.13 2.00 449 449 LIMIT w/o 1500 0.30 A-2 L Op 1 9.87 2.00 449 449 LIMIT w/o 1500 0.30 A-2 R Op 1 16.13 2.00 449 449 LIMIT w/o 1500 0.30 A-2 R End 18.88 2.00 449 449 LIMIT w/o 1500 0.30 Line B B-1 L End 19.12 8.00 1077 1077 LIMIT w/o 1500 0.72 B-1 L Op 1 21.63 8.00 1077 1077 LIMIT w/o 1500 0.72 B-1 R Op 1 26.88 8.00 1254 1254 LIMIT w/o 1500 0.84 B-1 R End 29.88 8.00 1254 1254 LIMIT w/o 1500 0.84 Line D D-1 L End 18.88 21.25 1433 1433 LIMIT w/o 1500 0.96 D-1 R End 29.38 21.25 1433 1433 LIMIT w/o 1500 0.96 Line F F-1 R Op 1 4.38 56.00 720 720 LIMIT w/o 1500 0.48 F-1 L Op 2 17.13 56.00 720 720 LIMIT w/o 1500 0.48 23 Page 53 of 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) F-1 R Op 2 25.38 56.00 745 745 LIMIT w/o 1500 0.50 F-1 R End 29.88 56.00 745 745 LIMIT w/o 1500 0.50 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 79 WoodWorks®Shearwalls L2M-2509-SHEAR(B).wswu Nov. 13, 2024 13:43:20 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 6469 6469 1-1 Left Opening 1 0.00 13.50 352 -352 1-1 Right Opening 1 0.00 16.50 -46 46 1-1 Left Opening 2 0.00 24.00 149 -149 1-1 Right Opening 2 0.00 29.00 -515 515 Line 5 Shearline force 6216 6216 5-1 Left Opening 1 30.00 21.50 1109-1109 5-1 Right Opening 1 30.00 41.00 -1584 1584 Line A Shearline force 2637 2637 A-1 Left Opening 1 8.00 0.00 1526-1526 Line D Shearline force 5303 5303 D-1 Left Wall End 0.50 21.00 -88 88 D-1 Right Wall End 15.50 21.00 2563-2563 Line F Shearline force 3419 3419 F-1 Left Opening 1 16.00 56.00 684 -684 F-1 Right Opening 1 24.00 56.00 -684 684 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 2869 2869 1-1 Left Opening 1 0.00 25.75 351 -351 1-1 Right Opening 1 0.00 30.75 77 -77 1-1 Left Opening 2 0.00 49.25 369 -369 Line 5 Shearline force 2752 2752 5-1 Left Opening 1 30.00 21.50 265 -265 5-1 Right Opening 1 30.00 33.75 -437 437 Line A Shearline force 380 380 A-2 Left Wall End 7.00 2.00 -222 222 A-2 Left Opening 1 10.00 2.00 -127 127 A-2 Right Opening 1 16.00 2.00 -317 317 Line B Shearline force 994 994 B-1 Left Wall End 19.00 8.00 -630 630 B-1 Left Opening 1 21.75 8.00 -306 306 B-1 Right Opening 1 26.75 8.00 -472 472 Line D Shearline force 2317 2317 D-1 Left Wall End 18.75 21.25 -1448 1448 D-1 Right Wall End 29.50 21.25 39 -39 Line F Shearline force 1930 1930 F-1 Right Opening 1 4.25 56.00 -273 273 F-1 Left Opening 2 17.25 56.00 304 -304 F-1 Right Opening 2 25.25 56.00 -211 211 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 25 Page 55 of 79 R1 Nov.18,202408:46 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(26.00') psf Load2 Snow Full Area 25.00(26.00') psf Self-weight Dead Full UDL 7.3 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 8.319' 8.16'0' Unfactored: Dead 1652 1652 Snow 2704 2704 Factored: Total 4356 4356 Bearing: Capacity Beam 4356 4356 Support 4637 4637 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 1.91 1.91 Min req'd 1.91 1.91 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 R1 Glulam-Unbalan.,WestSpecies,24F-V4 DF,3-1/2"x9" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:8.31';Clearspan:8';Volume = 1.8cu.ft.;6laminations,3-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 162 Fv' = 305 psi fv/Fv' = 0.53 Bending(+) fb = 2213 Fb' = 2684 psi fb/Fb' = 0.82 Live Defl'n 0.17 = L/578 0.27 = L/360 in 0.62 Total Defl'n 0.32 = L/301 0.41 = L/240 in 0.80 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.973 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 4273, V design = 3404 (NDS 3.4.3.1(a)) lbs; M(+) = 8716 lbs-ft EI = 382.72e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 8.19' Le = 15.56' RB = 11.7 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 56 of 79 R2 Nov.18,202408:53 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(26.25') psf Load2 Snow Full Area 25.00(26.25') psf Self-weight Dead Full UDL 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.21' 5.105'0' Unfactored: Dead 1045 1045 Snow 1710 1710 Factored: Total 2755 2755 Bearing: Capacity Beam 2755 2755 Support 3050 3050 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 1.26 1.26 Min req'd 1.26 1.26 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 R2 Lumber-soft, D.Fir-L, No.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:5.19';Clearspan:5.0';Volume = 1.2cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 85 Fv' = 207 psi fv/Fv' = 0.41 Bending(+) fb = 828 Fb' = 1230 psi fb/Fb' = 0.67 Live Defl'n 0.03 = < L/999 0.17 = L/360 in 0.16 Total Defl'n 0.05 = < L/999 0.26 = L/240 in 0.20 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 0.990 1.200 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 2700, V design = 1829 (NDS 3.4.3.1(a)) lbs; M(+) = 3446 lbs-ft EI = 369.34e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 5.13' Le = 10.50' RB = 9.8 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 57 of 79 R3 Nov.18,202408:54 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.04 5.54 15.00(2.75') psf Load2 Snow Partial Area 0.04 5.54 25.00(2.75') psf Load3 Dead Partial Area 5.54 16.04 15.00(2.00') psf Load4 Snow Partial Area 5.54 16.04 25.00(2.00') psf Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 16.083' 16.042'0' Unfactored: Dead 412 371 Snow 485 418 Factored: Total 897 789 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.52 0.46 Support 0.49 0.43 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *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:16.06';Clearspan:16.0';Volume = 7.1cu.ft.;Beamorstringer Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 18 Fv' = 195 psi fv/Fv' = 0.09 Bending(+) fb = 326 Fb' = 991 psi fb/Fb' = 0.33 Live Defl'n 0.09 = < L/999 0.53 = L/360 in 0.17 Total Defl'n 0.21 = L/922 0.80 = L/240 in 0.26 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 0.985 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 897, V design = 778 (NDS 3.4.3.1(a)) lbs; M(+) = 3288 lbs-ft EI = 906.17e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 16.06' Le = 29.50' RB = 11.6 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 58 of 79 R4 Nov.18,202408:55 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(5.00') psf Load2 Snow Full Area 25.00(5.00') psf Self-weight Dead Full UDL 6.0 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 8.083' 8.042'0' Unfactored: Dead 327 327 Snow 505 505 Factored: Total 833 833 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0.76 0.76 Support 0.69 0.69 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 *Minimumbearinglength settingused:1/2" forend supports R4 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All-Timber-softBeam, D.Fir-L No.2 Totallength:8.06'; Clear span:8.0';Volume=1.4 cu.ft. Lateral support: top=at supports,bottom=at supports; ThissectionPASSESthedesigncodecheck. Analysisvs.Allowable StressandDeflection using NDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 41 Fv' = 207 psi fv/Fv' = 0.20 Bending(+) fb = 652 Fb' = 1329 psi fb/Fb' = 0.49 Live Defl'n 0.07 = < L/999 0.27 = L/360 in 0.25 Total Defl'n 0.13 = L/739 0.40 = L/240 in 0.32 AdditionalData: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.987 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 828, V design = 700 (NDS 3.4.3.1(a)) lbs; M(+) = 1665 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 8.06' Le = 14.94' RB = 10.3 DesignNotes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuilding Code(IBC2021)and the National DesignSpecification(NDS2018),usingAllowableStress Design(ASD). Design valuesare from the NDSSupplement. 2.Please verify that thedefaultdeflectionlimitsareappropriate for yourapplication. 3.Sawnlumberbendingmembers shallbelaterally supportedaccording to theprovisionsof NDS Clause4.4.1. Page 59 of 79 R5 Nov.18,202408:56 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.11 0.86 15.00(17.00') psf Load2 Snow Partial Area 0.11 0.86 25.00(17.00') psf Load3 Dead Partial Area 0.86 5.11 15.00(4.00') psf Load4 Snow Partial Area 0.86 5.11 25.00(4.00') psf Load5 Dead Point 0.86 981 lbs Load6 Snow Point 0.86 1460 lbs Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.149' 5.075'0' Unfactored: Dead 1124 334 Snow 1700 503 Factored: Total 2824 837 Bearing: Capacity Beam 2824 1094 Support 3127 1211 Des ratio Beam 1.00 0.77 Support 0.90 0.69 Load comb #2 #2 Length 1.29 0.50* Min req'd 1.29 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports R5 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 = 144 Fv' = 207 psi fv/Fv' = 0.69 Bending(+) fb = 813 Fb' = 1335 psi fb/Fb' = 0.61 Live Defl'n 0.03 = < L/999 0.17 = L/360 in 0.17 Total Defl'n 0.06 = < L/999 0.25 = L/240 in 0.22 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 = 2824, V design = 2432 (NDS 3.4.3.1(a)) lbs; M(+) = 2077 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 60 of 79 R6 Nov.18,202408:56 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(17.00') psf Load2 Snow Full Area 25.00(17.00') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.134' 5.067'0' Unfactored: Dead 670 670 Snow 1091 1091 Factored: Total 1761 1761 Bearing: Capacity Beam 1761 1761 Support 1950 1950 Des ratio Beam 1.00 1.00 Support 0.90 0.90 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 1.11 1.11 Fcp sup 625 625 R6 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 = 77 Fv' = 207 psi fv/Fv' = 0.37 Bending(+) fb = 862 Fb' = 1335 psi fb/Fb' = 0.65 Live Defl'n 0.04 = < L/999 0.17 = L/360 in 0.21 Total Defl'n 0.07 = L/892 0.25 = L/240 in 0.27 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 = 1738, V design = 1301 (NDS 3.4.3.1(a)) lbs; M(+) = 2202 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 61 of 79 SF1 Nov.18,202409:45 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(3.75') psf Load3 Live Full Area 40.00(3.75') psf Load4 Dead Partial Area 0.13 0.88 15.00(26.00') psf Load5 Snow Partial Area 0.13 0.88 25.00(26.00') psf Load6 Dead Partial Area 3.88 9.63 15.00(26.00') psf Load7 Snow Partial Area 3.88 9.63 25.00(26.00') psf Load8 Dead Point 0.88 619 lbs Load9 Snow Point 0.88 1015 lbs Load10 Dead Point 3.88 619 lbs Load11 Snow Point 3.88 1015 lbs Self-weight Dead Full UDL 11.4 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 9.765' 9.632'0' Unfactored: Dead 2569 2534 Live 732 732 Snow 3148 3107 Factored: Total 5717 5641 Bearing: Capacity Beam 5717 5641 Support 5872 5794 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #4 #4 Length 1.60 1.58 Min req'd 1.60 1.58 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF1 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x9" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:9.75';Clearspan:9.5';Volume = 3.4cu.ft.;6laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 146 Fv' = 305 psi fv/Fv' = 0.48 Bending(+) fb = 2232 Fb' = 2732 psi fb/Fb' = 0.82 Live Defl'n 0.21 = L/558 0.32 = L/360 in 0.64 Total Defl'n 0.46 = L/251 0.48 = L/240 in 0.96 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 2400 1.15 1.00 1.00 0.990 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 = 5709, V design = 4818 (NDS 3.4.3.1(a)) lbs; M(+) = 13813 lbs-ft EI = 601.42e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 9.63' Le = 17.94' RB = 8.0 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 62 of 79 SF2 Nov.18,202410:01 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(3.75') psf Load3 Live Full Area 40.00(3.75') psf Load4 Dead Partial Area 0.13 1.55 15.00(26.00') psf Load5 Snow Partial Area 0.13 1.55 25.00(26.00') psf Load6 Dead Point 1.55 1652 lbs Load7 Snow Point 1.55 2704 lbs Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 8.177' 8.088'0' Unfactored: Dead 2423 925 Live 617 610 Snow 3040 585 Factored: Total 5462 1822 Bearing: Capacity Beam 5462 1822 Support 5835 1946 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #4 #3 Length 1.59 0.53 Min req'd 1.59 0.53 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF2 Timber-soft, D.Fir-L, No.2,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:8.19';Clearspan:8.0';Volume = 3.6cu.ft.;Beamorstringer Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 104 Fv' = 195 psi fv/Fv' = 0.53 Bending(+) fb = 683 Fb' = 1006 psi fb/Fb' = 0.68 Live Defl'n 0.04 = < L/999 0.27 = L/360 in 0.14 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 1.15 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICALLOADCOMBINATIONS: Shear : LC #4 = D + S Bending(+): LC #4 = D + S Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 – LC #4 = D + 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 = 5454, V design = 4382 (NDS 3.4.3.1(a)) lbs; M(+) = 6903 lbs-ft EI = 906.17e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 63 of 79 SF3 Nov.18,202410:24 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 0.00 4.42 12.00(12.25') psf Load2 Live Partial Area 0.00 4.42 40.00(12.25') psf Load3 Dead Partial Area 4.42 19.18 12.00(11.17') psf Load4 Live Partial Area 4.42 19.18 40.00(11.17') psf Self-weight Dead Full UDL 19.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 19.354' 19.217'0' Unfactored: Dead 1531 1462 Live 4494 4265 Factored: Total 6024 5727 Bearing: Capacity Beam 6024 5727 Support 6188 5882 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.69 1.60 Min req'd 1.69 1.60 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:19.38';Clearspan:19.063';Volume = 11.1cu.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 = 93 Fv' = 265 psi fv/Fv' = 0.35 Bending(+) fb = 1626 Fb' = 2351 psi fb/Fb' = 0.69 Live Defl'n 0.50 = L/463 0.64 = L/360 in 0.78 Total Defl'n 0.75 = L/306 0.96 = L/240 in 0.78 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 0.980 - - 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 = 5978, V design = 5115 (NDS 3.4.3.1(a)) lbs; M(+) = 27949 lbs-ft EI = 2784.33e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 64 of 79 SF4 Nov.18,202410:35 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 0.25 5.00 12.00(2.75') psf Load3 Live Partial Area 0.25 5.00 40.00(2.75') psf Load4 Dead Partial Area 5.00 10.75 12.00(1.75') psf Load5 Live Partial Area 5.00 10.75 40.00(1.75') psf Load6 Dead Full Area 15.00(2.00') psf Load7 Snow Full Area 25.00(2.00') psf Load8 Dead Partial Area 0.25 3.00 15.00(26.25') psf Load9 Snow Partial Area 0.25 3.00 25.00(26.25') psf Load10 Dead Partial Area 8.00 10.75 15.00(26.25') psf Load11 Snow Partial Area 8.00 10.75 25.00(26.25') psf Load12 Dead Point 3.00 1045 lbs Load13 Snow Point 3.00 1710 lbs Load14 Dead Point 8.00 1045 lbs Load15 Snow Point 8.00 1710 lbs Self-weight Dead Full UDL 14.5 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 10.994' 10.747'0' Unfactored: Dead 2964 2934 Live 513 412 Snow 3789 3790 Factored: Total 6754 6724 Bearing: Capacity Beam 6754 6724 Support 7190 7158 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #4 #4 Length 2.97 2.96 Min req'd 2.97 2.96 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF4 Glulam-Unbalan.,WestSpecies,24F-V4DF,3-1/2"x18" Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:11.0';Clearspan:10.5';Volume = 4.8cu.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 = 115 Fv' = 305 psi fv/Fv' = 0.38 Bending(+) fb = 961 Fb' = 2760 psi fb/Fb' = 0.35 Live Defl'n 0.06 = < L/999 0.36 = L/360 in 0.17 Total Defl'n 0.14 = L/945 0.54 = L/240 in 0.25 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 = 6734, V design = 4828 (NDS 3.4.3.1(a)) lbs; M(+) = 15137 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 65 of 79 SF4B Nov.18,202412:23 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 0.08 4.83 12.00(2.75') psf Load3 Live Partial Area 0.08 4.83 40.00(2.75') psf Load4 Dead Partial Area 4.83 10.58 12.00(1.75') psf Load5 Live Partial Area 4.83 10.58 40.00(1.75') psf Load6 Dead Full Area 15.00(2.00') psf Load7 Snow Full Area 25.00(2.00') psf Load8 Dead Partial Area 0.00 2.75 15.00(5.00') psf Load9 Snow Partial Area 0.00 2.75 25.00(5.00') psf Load10 Dead Partial Area 7.75 10.50 15.00(5.00') psf Load11 Snow Partial Area 7.75 10.50 25.00(5.00') psf Load12 Dead Point 2.83 206 lbs Load13 Snow Point 2.83 318 lbs Load14 Dead Point 7.83 206 lbs Load15 Snow Point 7.83 318 lbs Self-weight Dead Full UDL 14.5 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 10.665' 10.583'0' Unfactored: Dead 1233 1196 Live 514 411 Snow 934 923 Factored: Total 2319 2196 Bearing: Capacity Beam 2319 2196 Support 2469 2338 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #3 #3 Length 1.02 0.97 Min req'd 1.02 0.97 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF4B Glulam-Unbalan.,WestSpecies,24F-V4DF,3-1/2"x18" Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:10.69';Clearspan:10.5';Volume = 4.7cu.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 = 39 Fv' = 305 psi fv/Fv' = 0.13 Bending(+) fb = 345 Fb' = 2760 psi fb/Fb' = 0.13 Live Defl'n 0.02 = < L/999 0.35 = L/360 in 0.05 Total Defl'n 0.05 = < L/999 0.53 = L/240 in 0.09 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 CRITICALLOADCOMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75(L + S) Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 – LC #3 = D + 0.75(L + S) Support 2 – LC #3 = D + 0.75(L + S) Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 2306, V design = 1627 (NDS 3.4.3.1(a)) lbs; M(+) = 5439 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 66 of 79 SF5 Nov.18,202410:39 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial UDL 3.58 6.58 80.0 80.0 plf Load2 Dead Partial Area 3.58 6.58 12.00(1.00') psf Load3 Live Partial Area 3.58 6.58 40.00(1.00') psf Load4 Dead Partial Area 3.58 6.58 15.00(2.00') psf Load5 Snow Partial Area 3.58 6.58 25.00(2.00') psf Load6 Dead Point 3.66 2934 lbs Load7 Live Point 3.58 412 lbs Load8 Snow Point 3.66 3790 lbs Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.678' 6.589'0' Unfactored: Dead 1458 1941 Live 219 313 Snow 1744 2196 Factored: Total 3202 4137 Bearing: Capacity Beam 3202 4137 Support 3420 4419 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #4 #4 Length 0.93 1.20 Min req'd 0.93 1.20 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF5 Timber-soft, D.Fir-L, No.1,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.69';Clearspan:6.5';Volume = 2.9cu.ft.;Beamorstringer Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 94 Fv' = 195 psi fv/Fv' = 0.48 Bending(+) fb = 1137 Fb' = 1540 psi fb/Fb' = 0.74 Live Defl'n 0.04 = < L/999 0.22 = L/360 in 0.16 Total Defl'n 0.08 = L/996 0.33 = L/240 in 0.24 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 0.992 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 = 4137, V design = 3971 (NDS 3.4.3.1(a)) lbs; M(+) = 11488 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 = 6.56' Le = 13.56' RB = 7.9 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 67 of 79 SF6 Nov.18,202410:41 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 0.14 6.64 12.00(8.75') psf Load3 Live Partial Area 0.14 6.64 40.00(8.75') psf Load4 Dead Partial Area 6.64 18.22 12.00(10.33') psf Load5 Live Partial Area 6.64 18.22 40.00(10.33') psf Load6 Dead Partial Area 0.14 6.64 15.00(1.75') psf Load7 Snow Partial Area 0.14 6.64 25.00(1.75') psf Load8 Dead Partial Area 6.64 18.22 15.00(1.00') psf Load9 Snow Partial Area 6.64 18.22 25.00(1.00') psf Load10 Dead Full Area 15.00(2.00') psf Load11 Snow Full Area 25.00(2.00') psf Self-weight Dead Full UDL 19.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 18.357' 18.219'0' Unfactored: Dead 2398 2430 Live 3400 3660 Snow 785 707 Factored: Total 5798 6090 Bearing: Capacity Beam 5798 6090 Support 5955 6255 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.62 1.70 Min req'd 1.62 1.70 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF6 Glulam-Unbalan.,WestSpecies,24F-V4 DF,5-1/2"x15" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:18.38';Clearspan:18.063';Volume = 10.5cu.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 = 95 Fv' = 265 psi fv/Fv' = 0.36 Bending(+) fb = 1600 Fb' = 2364 psi fb/Fb' = 0.68 Live Defl'n 0.35 = L/621 0.61 = L/360 in 0.58 Total Defl'n 0.71 = L/309 0.91 = L/240 in 0.78 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 0.985 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 6082, V design = 5225 (NDS 3.4.3.1(a)) lbs; M(+) = 27499 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 68 of 79 SF7 Nov.18,202412:08 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(3.75') psf Load3 Live Full Area 40.00(3.75') psf Load4 Dead Partial Area 0.05 0.80 15.00(5.00') psf Load5 Snow Partial Area 0.05 0.80 25.00(5.00') psf Load6 Dead Partial Area 3.80 9.55 15.00(5.00') psf Load7 Snow Partial Area 3.80 9.55 25.00(5.00') psf Load8 Dead Point 0.80 125 lbs Load9 Snow Point 0.80 193 lbs Load10 Dead Point 3.80 125 lbs Load11 Snow Point 3.80 193 lbs Self-weight Dead Full UDL 12.4 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 9.598' 9.549'0' Unfactored: Dead 1034 1021 Live 720 720 Snow 602 596 Factored: Total 2026 2008 Bearing: Capacity Beam 2026 2008 Support 2164 2145 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #3 #3 Length 0.59 0.58 Min req'd 0.59 0.58 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF7 Timber-soft, D.Fir-L, No.2,6x10(5-1/2"x9-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:9.63';Clearspan:9.5';Volume = 3.5cu.ft.;Beamorstringer Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 48 Fv' = 195 psi fv*/Fv' = 0.25 Bending(+) fb = 698 Fb' = 1006 psi fb/Fb' = 0.69 Live Defl'n 0.08 = < L/999 0.32 = L/360 in 0.24 Total Defl'n 0.19 = L/596 0.48 = L/240 in 0.40 *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 3 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3 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 = 2020, V design* = 1676 (NDS 3.4.3.1(a)) lbs; M(+) = 4810 lbs-ft EI = 510.84e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 69 of 79 SF8 Nov.18,202412:08 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(3.75') psf Load3 Live Full Area 40.00(3.75') psf Load4 Dead Partial Area 0.07 1.48 15.00(5.00') psf Load5 Snow Partial Area 0.07 1.49 25.00(5.00') psf Load6 Dead Point 1.49 327 lbs Load7 Snow Point 1.49 505 lbs Self-weight Dead Full UDL 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 8.115' 8.057'0' Unfactored: Dead 903 606 Live 609 608 Snow 575 108 Factored: Total 1792 1214 Bearing: Capacity Beam 1792 1214 Support 1984 1344 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #3 #2 Length 0.82 0.55 Min req'd 0.82 0.55 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF8 Lumber-soft, D.Fir-L, No.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:8.13';Clearspan:8.0';Volume = 1.8cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 68 Fv' = 207 psi fv/Fv' = 0.33 Bending(+) fb = 620 Fb' = 1065 psi fb/Fb' = 0.58 Live Defl'n 0.04 = < L/999 0.27 = L/360 in 0.15 Total Defl'n 0.11 = L/903 0.40 = L/240 in 0.27 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 3 Fb'+ 900 1.00 1.00 1.00 0.987 1.200 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICALLOADCOMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #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 = 1783, V design = 1463 (NDS 3.4.3.1(a)) lbs; M(+) = 2580 lbs-ft EI = 369.34e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 8.06' Le = 15.44' RB = 11.8 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 70 of 79 SF9 Nov.18,202412:09 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(17.00') psf Load5 Snow Full Area 25.00(17.00') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.153' 5.076'0' Unfactored: Dead 909 909 Live 103 103 Snow 1095 1095 Factored: Total 2005 2005 Bearing: Capacity Beam 2005 2005 Support 2219 2219 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #4 #4 Length 0.92 0.92 Min req'd 0.92 0.92 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF9 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 = 87 Fv' = 207 psi fv/Fv' = 0.42 Bending(+) fb = 981 Fb' = 1335 psi fb/Fb' = 0.73 Live Defl'n 0.04 = < L/999 0.17 = L/360 in 0.21 Total Defl'n 0.08 = L/759 0.25 = L/240 in 0.32 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 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 = 1975, V design = 1475 (NDS 3.4.3.1(a)) lbs; M(+) = 2506 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 71 of 79 SF10 Nov.18,202412:10 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(1.00') psf Load3 Live Full Area 40.00(1.00') psf Load4 Dead Partial Area 0.00 1.83 15.00(17.00') psf Load5 Snow Partial Area 0.00 1.83 25.00(17.00') psf Load6 Dead Point 1.83 670 lbs Load7 Snow Point 1.83 1091 lbs Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.134' 5.067'0' Unfactored: Dead 1074 566 Live 103 102 Snow 1352 518 Factored: Total 2426 1084 Bearing: Capacity Beam 2426 1094 Support 2686 1211 Des ratio Beam 1.00 0.99 Support 0.90 0.90 Load comb #4 #4 Length 1.11 0.50* Min req'd 1.11 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports SF10 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 = 113 Fv' = 207 psi fv/Fv' = 0.55 Bending(+) fb = 1184 Fb' = 1335 psi fb/Fb' = 0.89 Live Defl'n 0.04 = < L/999 0.17 = L/360 in 0.21 Total Defl'n 0.08 = L/760 0.25 = L/240 in 0.32 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 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 = 2390, V design = 1913 (NDS 3.4.3.1(a)) lbs; M(+) = 3026 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 72 of 79 SF11 Nov.18,202412:10 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(1.00') psf Load3 Live Full Area 40.00(1.00') psf Load4 Dead Partial Area 0.11 0.61 15.00(4.00') psf Load5 Snow Partial Area 0.11 0.61 25.00(4.00') psf Load6 Dead Partial Area 0.61 3.11 15.00(17.00') psf Load7 Snow Partial Area 0.61 3.11 25.00(17.00') psf Load8 Dead Point 0.61 981 lbs Load9 Snow Point 0.61 1460 lbs Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 3.173' 3.086'0' Unfactored: Dead 1252 707 Live 64 63 Snow 1683 890 Factored: Total 2935 1596 Bearing: Capacity Beam 2935 1596 Support 3250 1767 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #4 #4 Length 1.34 0.73 Min req'd 1.34 0.73 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF11 Lumber-soft,D.Fir-L,No.2,4x8(3-1/2"x7-1/4") Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:3.19';Clearspan:3.0';Volume = 0.6cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 139 Fv' = 207 psi fv*/Fv' = 0.67 Bending(+) fb = 655 Fb' = 1339 psi fb/Fb' = 0.49 Live Defl'n 0.01 = < L/999 0.10 = L/360 in 0.09 Total Defl'n 0.02 = < L/999 0.15 = 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' 180 1.15 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 900 1.15 1.00 1.00 0.995 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 = 2930, V design* = 2348 (NDS 3.4.3.1(a)) lbs; M(+) = 1674 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 3.06' Le = 6.38' RB = 6.7 Design Notes: 1.Analysisanddesignare inaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflection limitsareappropriateforyourapplication. 3.Sawn lumberbendingmembersshall be laterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 73 of 79 SF12 Nov.18,202412:26 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial UDL 3.71 6.54 80.0 80.0 plf Load2 Dead Partial Area 3.71 6.54 12.00(1.00') psf Load3 Live Partial Area 3.71 6.54 40.00(1.00') psf Load4 Dead Partial Area 3.71 6.54 15.00(4.00') psf Load5 Snow Partial Area 3.71 6.54 25.00(4.00') psf Load6 Dead Point 3.71 1196 lbs Load7 Live Point 3.71 411 lbs Load8 Snow Point 3.71 923 lbs Load9 Dead Partial Area 0.04 3.71 15.00(4.00') psf Load10 Snow Partial Area 0.04 3.71 25.00(4.00') psf Self-weight Dead Full UDL 12.4 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.59' 6.545'0' Unfactored: Dead 814 1113 Live 204 320 Snow 728 845 Factored: Total 1542 1987 Bearing: Capacity Beam 1719 1987 Support 1836 2123 Des ratio Beam 0.90 1.00 Support 0.84 0.94 Load comb #4 #3 Length 0.50* 0.58 Min req'd 0.50* 0.58 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports SF12 Timber-soft, D.Fir-L, No.2,6x10(5-1/2"x9-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.56';Clearspan:6.5';Volume = 2.4cu.ft.;Beamorstringer Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 51 Fv' = 195 psi fv/Fv' = 0.26 Bending(+) fb = 666 Fb' = 1006 psi fb/Fb' = 0.66 Live Defl'n 0.03 = < L/999 0.22 = L/360 in 0.12 Total Defl'n 0.07 = < L/999 0.33 = L/240 in 0.23 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 3 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3 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 #4 = D + 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 = 1987, V design = 1780 (NDS 3.4.3.1(a)) lbs; M(+) = 4592 lbs-ft EI = 510.84e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 74 of 79 SF13 Nov.18,202412:31 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 0.14 6.64 12.00(8.75') psf Load3 Live Partial Area 0.14 6.64 40.00(8.75') psf Load4 Dead Partial Area 6.64 18.22 12.00(10.33') psf Load5 Live Partial Area 6.64 18.22 40.00(10.33') psf Load8 Dead Partial Area 6.64 18.22 15.00(1.00') psf Load9 Snow Partial Area 6.64 18.22 25.00(1.00') psf Load12 Dead Partial Area 0.14 2.64 15.00(4.25') psf Load13 Snow Partial Area 0.14 2.64 25.00(4.25') psf Load14 Dead Partial Area 4.64 6.77 15.00(4.25') psf Load15 Snow Partial Area 4.64 6.77 25.00(4.25') psf Load16 Dead Partial Area 6.77 10.14 15.00(5.00') psf Load17 Snow Partial Area 6.77 10.14 25.00(5.00') psf Load18 Dead Partial Area 15.14 18.22 15.00(5.00') psf Load19 Snow Partial Area 15.14 18.22 25.00(5.00') psf Load20 Dead Point 2.64 73 lbs Load21 Snow Point 2.64 111 lbs Load22 Dead Point 4.64 73 lbs Load23 Snow Point 4.64 111 lbs Load24 Dead Point 6.77 137 lbs Load25 Snow Point 6.77 204 lbs Load26 Dead Point 10.14 206 lbs Load27 Snow Point 10.14 318 lbs Load28 Dead Point 15.14 206 lbs Load29 Snow Point 15.14 318 lbs Self-weight Dead Full UDL 19.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 18.38' 18.23'0' Unfactored: Dead 2715 2868 Live 3400 3659 Snow 1262 1387 Factored: Total 6212 6653 Bearing: Capacity Beam 6212 6653 Support 6380 6833 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #3 #3 Length 1.74 1.86 Min req'd 1.74 1.86 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF13 Glulam-Unbalan.,WestSpecies,24F-V4DF,5-1/2"x15" Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:18.38';Clearspan:18.063';Volume = 10.5cu.ft.;10 laminations,5-1/2"maximumwidth, Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 102 Fv' = 265 psi fv/Fv' = 0.38 Bending(+) fb = 1722 Fb' = 2364 psi fb/Fb' = 0.73 Live Defl'n 0.37 = L/597 0.61 = L/360 in 0.60 Total Defl'n 0.78 = L/278 0.91 = L/240 in 0.86 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 0.985 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 – LC #3 = D + 0.75(L + S) Support 2 – LC #3 = D + 0.75(L + S) Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 6521, V design = 5611 (NDS 3.4.3.1(a)) lbs; M(+) = 29589 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.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 75 of 79 SF14 Nov.18,202412:36 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(1.00') psf Load3 Live Full Area 40.00(1.00') psf Load4 Dead Partial Area 0.00 0.75 15.00(17.00') psf Load5 Snow Partial Area 0.00 0.75 25.00(17.00') psf Load6 Dead Partial Area 5.75 6.88 15.00(4.00') psf Load7 Snow Partial Area 5.75 6.88 25.00(4.00') psf Load8 Dead Point 0.75 1124 lbs Load9 Snow Point 0.75 1700 lbs Load10 Dead Point 6.88 334 lbs Load11 Snow Point 6.88 503 lbs Self-weight Dead Full UDL 12.4 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.999' 6.937'0' Unfactored: Dead 1568 878 Live 140 140 Snow 1848 787 Factored: Total 3416 1665 Bearing: Capacity Beam 3416 1719 Support 3649 1836 Des ratio Beam 1.00 0.97 Support 0.94 0.91 Load comb #4 #4 Length 0.99 0.50* Min req'd 0.99 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 SF14 Timber-soft, D.Fir-L, No.2,6x10(5-1/2"x9-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:7.0';Clearspan:6.875';Volume = 2.5cu.ft.;Beamorstringer Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 70 Fv' = 195 psi fv*/Fv' = 0.36 Bending(+) fb = 319 Fb' = 1006 psi fb/Fb' = 0.32 Live Defl'n 0.01 = < L/999 0.23 = L/360 in 0.06 Total Defl'n 0.04 = < L/999 0.35 = 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 4 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 4 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 = 3384, V design* = 2423 (NDS 3.4.3.1(a)) lbs; M(+) = 2201 lbs-ft EI = 510.84e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 76 of 79 F1 Nov.18,202412:38 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(16.0") psf Load2 Live Full Area 40.00(16.0") psf Self-weight Dead Full UDL 2.9 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 12.625' 12.563'0' Unfactored: Dead 119 119 Live 337 337 Factored: Total 456 456 Bearing: Capacity Joist 456 456 Support 879 879 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.75 0.75 Min req'd 0.75 0.75 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 F1 Lumber-soft, Hem-Fir, No.2,2x10(1-1/2"x9-1/4") Supports:All-Timber-softBeam, D.Fir-L No.2 Floorjoist spacedat16.0" c/c; Totallength:12.63'; Clear span:12.5';Volume=1.2 cu.ft. Lateral support: top= continuous,bottom=at supports; Repetitive factor:appliedwherepermitted(refer toonlinehelp); ThissectionPASSESthedesigncodecheck. Analysisvs.Allowable StressandDeflection using NDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 43 Fv' = 150 psi fv/Fv' = 0.29 Bending(+) fb = 799 Fb' = 1075 psi fb/Fb' = 0.74 Live Defl'n 0.23 = L/648 0.42 = L/360 in 0.55 Total Defl'n 0.36 = L/423 0.63 = L/240 in 0.57 AdditionalData: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.15 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L Load Types: D=dead L=live Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 454, V design = 396 (NDS 3.4.3.1(a)) lbs; M(+) = 1424 lbs-ft EI = 128.61e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" DesignNotes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuilding Code(IBC2021)and the National DesignSpecification(NDS2018),usingAllowableStress Design(ASD). Design valuesare from the NDSSupplement. 2.Please verify that thedefaultdeflectionlimitsareappropriate for yourapplication. 3.Sawnlumberbendingmembers shallbelaterally supportedaccording to theprovisionsof NDS Clause4.4.1. Page 77 of 79 F2 Nov.18,202412:38 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(10.75') psf Load2 Live Full Area Yes 40.00(10.75') psf Self-weight Dead Full UDL No 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.33' 10.709' 10.66'0' Unfactored: Dead 276 911 276 Live 1013 2865 1013 Factored: Total 1290 3776 1290 Bearing: Capacity Beam 1290 4230 1290 Support 1428 3776 1428 Des ratio Beam 1.00 0.89 1.00 Support 0.90 1.00 0.90 Load comb #3 #2 #4 Length 0.59 1.56 0.59 Min req'd 0.59 1.56** 0.59 Cb 1.00 1.24 1.00 Cb min 1.00 1.24 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F2 Lumber-soft, D.Fir-L, No.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:10.69';Clearspan:5.25',5.25';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 = 66 Fv' = 180 psi fv/Fv' = 0.36 Bending(+) fb = 345 Fb' = 1060 psi fb/Fb' = 0.33 Bending(-) fb = 484 Fb' = 1060 psi fb/Fb' = 0.46 Live Defl'n 0.01 = < L/999 0.18 = L/360 in 0.08 Total Defl'n 0.02 = < L/999 0.27 = L/240 in 0.07 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 = 1888, V design = 1418 (NDS 3.4.3.1(a)) lbs M(+) = 1436 lbs-ft; M(-) = 2012 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 = 10.69' Le = 19.69' RB = 13.4; Lu based on full length Lateral stability(-): Lu = 10.69' Le = 19.69' RB = 13.4; Lu based on full length Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.ContinuousorCantileveredBeams:NDSClause4.2.5.5requires thatnormalgradingprovisionsbeextended to themiddle2/3of2spanbeamsand to thefulllengthofcantileversandotherspans. 4.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 78 of 79 F3 Nov.18,202412:44 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(11.00') psf Load2 Live Full Area Yes 40.00(11.00') psf Load3 Dead Full Area No 12.00(13.50') psf Load4 Live Full Area Yes 40.00(13.50') psf Self-weight Dead Full UDL No 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 1.33'5.66'9.99' 14.367' 14.32' Unfactored: Dead 1002 1338 1462 532 Live 3466 5092 5172 1956 Factored: Total 4468 6430 6634 2488 Bearing: Capacity Beam 4856 6628 6812 2488 Support 4468 6430 6634 2755 Des ratio Beam 0.92 0.97 0.97 1.00 Support 1.00 1.00 1.00 0.90 Load comb #13 #8 #15 #12 Length 1.85 2.66 2.74 1.14 Min req'd 1.85** 2.66** 2.74** 1.14 Cb 1.20 1.14 1.14 1.00 Cb min 1.20 1.14 1.14 1.00 Cb support 1.11 1.11 1.11 1.11 Fcp sup 625 625 625 625 **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F3 Lumber-soft, D.Fir-L, No.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:14.38';Clearspan:1.25',4.125',4.125',4.188';Volume = 3.2cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 107 Fv' = 180 psi fv/Fv' = 0.59 Bending(+) fb = 553 Fb' = 1056 psi fb/Fb' = 0.52 Bending(-) fb = 670 Fb' = 1056 psi fb/Fb' = 0.63 Deflection: Interior Live 0.02 = < L/999 0.14 = L/360 in 0.11 Total 0.02 = < L/999 0.22 = L/240 in 0.09 Cantil. Live -0.02 = L/967 0.09 = L/180 in 0.19 Total -0.02 = L/873 0.13 = L/120 in 0.14 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 15 Fb'+ 900 1.00 1.00 1.00 0.978 1.200 - 1.00 1.00 1.00 12 Fb'- 900 1.00 1.00 1.00 0.978 1.200 - 1.00 1.00 1.00 15 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 12 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 12 CRITICALLOADCOMBINATIONS: Shear : LC #15 = D + L (pattern: L_LL) Bending(+): LC #12 = D + L (pattern: _L_L) Bending(-): LC #15 = D + L (pattern: L_LL) Deflection: LC #12 = (live) LC #12 = (total) Bearing : Support 1 – LC #13 = D + L (pattern: LL_L) Support 2 – LC #8 = D + L (pattern: _LL_) Support 3 – LC #15 = D + L (pattern: L_LL) Support 4 – LC #12 = D + L (pattern: _L_L) 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 = 3418, V design = 2300 (NDS 3.4.3.1(a)) lbs M(+) = 2300 lbs-ft; M(-) = 2785 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 = 14.31' Le = 22.94' RB = 14.4; Lu based on full length Lateral stability(-): Lu = 14.31' Le = 22.94' RB = 14.4; Lu based on full length Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.ContinuousorCantileveredBeams:NDSClause4.2.5.5requires thatnormalgradingprovisionsbeextended to themiddle2/3of2spanbeamsand to thefulllengthofcantileversandotherspans. 4.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 79 of 79