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Engineering CalcsP.O. BOX 108, MILTON, WA 98354 Phone (253) 344-1666 ENGINEERING, PLLC PHILLIPS STRUCTURAL ORIGINAL STAMP MUST BE RED TO BE VALID OCT. 17, 2024 10/17/2024 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 71 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2190-2L-SHEAR(A).wswu Oct.11,202413:13:50 -10'-5'0'5'10'15'20'25'30'35'40'45' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' D-1 B-1 B-2 C-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 3 of 71 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2190-2L-SHEAR(A).wswu Oct.11,202413:13:50 -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' D-1 A-1 B-2 B-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 4 of 71 WoodWorks®Shearwalls SOFTWARE FORWOODDESIGN WoodWorks®Shearwalls13.1.1 L2M-2190-2L-SHEAR(A).wswu Oct.11,202413:14:15 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 - - MaxShearwall Offset[ft] Plan (withinstory) 4.00 Elevation (betweenstories) 3.08 MaximumHeight-to-widthRatio Woodpanels Blocked Unblocked Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 2.0 - - - - - Ignoreshearresistancecontributionof... Wallsegments Seismic Don't ignore Any gypsum, lumber, fiberboard Forcesbasedon... Hold-downs Applied loads Dragstruts Applied loads Shearwallrelativerigidity:Wall capacity Non-identicalmaterialsandconstructionontheshearline:Not allowed DeflectionEquation:No deflection analysis Drift limitforwinddesign:1 / 500 story height FTAOstrap:Continuousat top of highest opening and bottom of lowest Dead load inchordforceforoverturningdesign Tensionend Compressionend Whencompletelycounteractsoverturning Walllength / 2 Wall length / 2 Wall length / 2 SITE INFORMATION RiskCategory Category II - All others Wind ASCE7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure DesignWindSpeed 110 mph Exposure Exposure B Enclosure Partially enclosed StructureType Regular BuildingSystem Bearing Wall DesignCategory D SiteClass D Topographic Information[ft] Shape - Height - Length - SiteLocation: - Elev: 0ft Rigid building - Static analysis SpectralResponseAcceleration S1:0.500g Ss:1.510g FundamentalPeriod E-W N-S TUsed 0.205s 0.205s ApproximateTa 0.205s 0.205s Maximum T 0.288s 0.288s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.80Case 2 N-S loadsE-W loads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16 psf 8 psf ServiceabilityWindSpeed 100 mph 1 Page 5 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 StructuralData 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 6.00 North Gable 90.0 1.00 ExtentX,Y =30.00 43.00 South Gable 90.0 1.00 RidgeXLocation,Offset 15.00 0.00 East Side 27.0 1.00 RidgeElevation,Height 27.66 7.64 West Side 27.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =5.25 4.00 North Joined 90.0 1.00 ExtentX,Y =24.75 2.00 South Gable 90.0 1.00 RidgeXLocation,Offset 17.63 0.00 East Side 27.0 1.00 RidgeElevation,Height 26.33 6.31 West Side 27.0 1.00 Block 3 2 Story N-S Ridge LocationX,Y =18.25 0.00 North Joined 90.0 1.00 ExtentX,Y =11.75 4.00 South Gable 90.0 1.00 RidgeXLocation,Offset 24.13 0.00 East Side 27.0 1.00 RidgeElevation,Height 23.01 2.99 West Side 27.0 1.00 2 Page 6 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 SHEATHINGMATERIALSbyWALL GROUP 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 StructSh OSB 24/16 7/16 --Vert 83500 8d Common N 6 12 Y 1,3 2 Ext StructSh OSB 24/16 7/16 --Vert 83500 8d Common N 3 12 Y 1,2,3 3 Ext StructSh OSB 24/16 7/16 --Vert 83500 8d Common N 4 12 Y 1,2,3 Legend: Grp–WallDesign Groupnumber,used toreferencewallinother tables(createdbyprogram) Surf–Exteriororinteriorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.3C Thick–Nominalpanel thickness GU- Gypsumunderlay thickness Ply–Numberofplies(orlayers)inconstructionofplywoodsheets Or– Orientationoflongerdimensionofsheathingpanelsorlumberplanks.Dbl.=Doublediagonal. Gvtv–Shearstiffnessinlb/in.ofdepth fromSDPWSTablesC4.2.3A-B Type–Fastener type fromSDPWSTables4.3A-D: Common:commonwirenail;Box:galvanizedboxnail;Casing:casingnail;Roof:galvanizedroofingnail;Cooler:coolernail;WBoard:wallboard nail;Screw:drywallscrew; Gauge:nailmeasuredbygauge; Galv:galvanizedgaugenail; GWB: Gypsumwallboardbluednail Size-FromTables4.3A-DandTableA1;showninWallInput fastenerdropdown Commonnails:6d=0.113x2”,8d=0.131x2.5”,10d=0.148x3”,12d=0.148x3.5” Boxorcasingnails:6d=0.099x2”,8d=0.113x2.5”,10d=0.128x3”,12d=0.126x3.5” Gauge,roofingand GWBnails:13ga=0.92”x1-1/8”;11ga=0.120”x1-1/8”(GWBnail forgypsumlath&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-ply GWBbase),2-3/8”(2-ply GWB face) Coolerorwallboardnail:5d= .086”x1-5/8”;6d= .092”x1-7/8”;8d= .113”x2-3/8”;6/8d=6dbaseply,8d faceply for2-ply GWB. Drywallscrews:No.6,1-1/4”long. RS–Ring-shanknails(non-shearwallsonly),withincreasedwithdrawalcapacityasperNDS12.2.3.2. Eg–Paneledgefastenerspacing.Forlumbersheathing,no.ofnailsperboardatshearwallboundary.For2-ply GWB,spacingofallnailsin faceply. Fd–Fieldspacinginterior topanels.Forlumbersheathing,no.ofnailsperboardatinteriorstuds.For2-ply GWB,spacingofallnailsin faceply. Bk–Sheathingisnailed toblockingatallpaneledges;Y(es)orN(o) ApplyNotes–Notesbelow tablelegendwhichapply tosheathingside Notes: 1.Capacityhasbeenreducedforframingspecificgravityaccording toSDPWSTable4.3ANote3.Afactorof0.93isappliedforHem.-Firframingand 0.92forS.-P.-F.Forothermaterialswithspecificgravity G less than0.5,itis G +0.5. 2.Framingatadjoiningpaneledgesmustbe3"nominalorwiderwithstaggerednailingaccording toSDPWS4.3.7.1(5) 3.Shearcapacityforcurrentdesignhasbeenincreased to thevaluefor15/32"sheathingwithsamenailingbecausestudspacingis16"max.orpanel orientationishorizontal.SeeSDPWSTable4.3ANote2. FRAMINGMATERIALSandSTANDARDWALLbyWALL GROUP Wall Species Grade b d Spcg SG E Fcp Standard Wall Grp in in in psi^6 1 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 2 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 3 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 Legend: Wall Grp–WallDesign Group b–Studbreadth(thickness) d–Studdepth(width) Spcg–Maximumon-centrespacingofstuds fordesign,actualspacingmaybeless. SG–Specificgravity E–Modulusofelasticity StandardWall-Standardwalldesignedasgroup. Fcp-Compressivestrengthperpendicular tograin Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. Thefollowingfactorsareapplied toFcpforcompressivedesignanddeformationunderwallsegmentendstuds : BearingareafactorCbfromNDS3.10.4,underwindowopenings. 3 Page 7 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 SHEARLINE,WALLand OPENINGDIMENSIONS 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 6.00 49.00 43.00 32.50 -8.00 -- Wall 1-1 Seg 1 0.00 6.00 49.00 43.00 32.50 -- 22 Segment 1 --6.00 19.75 13.75 13.50 0.58 - 22 Opening 1 --19.75 24.75 5.00 --5.00 22 Segment 2 --24.75 34.25 9.50 9.25 0.84 - 22 Opening 2 --34.25 36.25 2.00 --5.00 22 Segment 3 --36.25 45.50 9.25 9.00 0.86 - 22 Opening 3 --45.50 47.50 2.00 --5.00 22 Segment 4 --47.50 49.00 1.50 -5.33 - 22 Level 1 Line 1 1 0.00 6.00 47.00 41.00 34.00 -9.00 -- Wall 1-1 Seg 1 0.00 6.00 47.00 41.00 34.00 -- 22 Segment 1 --6.00 20.50 14.50 14.25 0.62 - 22 Opening 1 --20.50 23.50 3.00 --5.00 22 Segment 2 --23.50 31.50 8.00 7.75 1.12 - 22 Opening 2 --31.50 35.50 4.00 --5.00 22 Segment 3 --35.50 47.00 11.50 11.25 0.78 - 22 Line 2 Level 2 Line 2 NSW 5.25 4.00 6.00 2.00 0.00 -8.00 -- Wall 2-1 NSW 5.25 4.00 6.00 2.00 0.00 1.00 - 22 Line 3 Level 2 Line 3 NSW 18.25 0.00 7.00 7.00 0.00 -8.00 -- Wall 3-1 NSW 18.25 0.00 4.00 4.00 0.00 1.00 - 22 Level 1 Line 3 NSW 18.25 0.00 7.00 7.00 0.00 -9.00 -- Wall 3-1 NSW 19.00 6.00 7.00 1.00 0.00 1.00 - 22 Line 4 Level 2 Line 4 1 30.00 0.00 49.00 49.00 31.25 -8.00 -- Wall 4-1 Seg 1 30.00 0.00 49.00 49.00 31.25 -- 22 Segment 1 --0.00 12.50 12.50 12.25 0.64 - 22 Opening 1 --12.50 23.50 11.00 --5.00 22 Segment 2 --23.50 28.25 4.75 4.50 1.68 - 22 Opening 2 --28.25 30.25 2.00 --5.00 22 Segment 3 --30.25 44.25 14.00 13.75 0.57 - 22 Opening 3 --44.25 48.25 4.00 --5.00 22 Segment 4 --48.25 49.00 0.75 -10.67 - 22 Level 1 Line 4 1 30.00 7.00 47.00 40.00 29.00 -9.00 -- Wall 4-1 Seg 1 30.00 7.00 47.00 40.00 29.00 -- 22 Segment 1 --7.00 12.50 5.50 5.25 1.64 - 22 Opening 1 --12.50 23.50 11.00 --5.00 22 Segment 2 --23.50 47.00 23.50 23.25 0.38 - 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 0.00 18.25 30.00 11.75 5.75 -8.00 -- Wall A-1 Seg 1 0.00 18.25 30.00 11.75 5.75 -- 22 Segment 1 --18.25 21.00 2.75 2.50 2.91 - 22 Opening 1 --21.00 27.00 6.00 --5.00 22 Segment 2 --27.00 30.00 3.00 2.75 2.67 - 22 Line B Level 2 Line B 3 4.58 0.00 30.00 30.00 18.25 -8.00 -- Wall B-1 Seg 3 6.00 0.00 5.25 5.25 5.00 1.52 - 22 Wall B-2 FT 3 4.00 5.25 18.25 13.00 13.00 -- 22 Segment 1 --5.25 8.75 3.50 3.25 1.29 - -- Opening 1 --8.75 14.75 6.00 --4.50 -- Segment 2 --14.75 18.25 3.50 3.25 1.29 - -- Level 1 Line B 2 6.37 0.00 30.00 30.00 10.25 -9.00 -- Wall B-1 Seg 2 6.00 0.00 19.00 19.00 4.50 -- 22 Segment 1 --0.00 4.50 4.50 4.25 2.00 - 22 Opening 1 --4.50 17.00 12.50 --5.00 2 2 4 Page 8 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 SHEARLINE,WALLand OPENINGDIMENSIONS(continued) Segment 2 --17.00 19.00 2.00 -4.50 -2 2 Wall B-2 Seg 2 7.00 19.00 30.00 11.00 5.75 -- 22 Segment 1 --19.00 20.00 1.00 -9.00 - 22 Opening 1 --20.00 24.25 4.25 --5.00 22 Segment 2 --24.25 30.00 5.75 5.50 1.57 - 22 Line C Level 1 Line C Seg 1 26.00 0.00 30.00 30.00 12.50 -9.00 -- Wall C-1 Seg 1 26.00 2.75 15.50 12.75 12.50 0.71 - 22 Line D Level 2 Line D 1 49.00 0.00 30.00 30.00 19.00 -8.00 -- Wall D-1 Seg 1 49.00 0.00 30.00 30.00 19.00 -- 22 Segment 1 --0.00 5.50 5.50 5.25 1.45 - 22 Opening 1 --5.50 11.50 6.00 --5.00 22 Segment 2 --11.50 25.00 13.50 13.25 0.59 - 22 Opening 2 --25.00 29.00 4.00 --5.00 22 Segment 3 --29.00 30.00 1.00 -8.00 - 22 Level 1 Line D 1 47.00 0.00 30.00 30.00 16.00 -9.00 -- Wall D-1 Seg 1 47.00 0.00 30.00 30.00 16.00 -- 22 Segment 1 --0.00 7.75 7.75 7.50 1.16 - 22 Opening 1 --7.75 13.75 6.00 --5.00 22 Segment 2 --13.75 18.75 5.00 4.75 1.80 - 22 Opening 2 --18.75 26.75 8.00 --5.00 22 Segment 3 --26.75 30.00 3.25 3.00 2.77 - 22 Legend: Type–Seg:Segmented,Prf:Perforated,FT:FTAO(force transferaroundopenings),NSW:Non-shearwall,NW:Non-wood/Proprietary,ND:Not designed Location–Positioninstructureperpendicular towall Length–Shearline:Distancebetweenexteriorperpendicularwallsdefining theshearlineextent Wall,segment,oropening:End-to-endlengthof theelement FHS–Dependingonelement,showsdifferentdefinitionsof full-heightsheathinglength(FHS): Shearlineswithmultiplewalls,segmentedwalls,orFTAOwalls:Totalshear-resistingFHS Individualwallsegmentsorwallswithoutopenings:Distancebetweenhold-downsbeff Perforatedwalls:Sumof factoredsegmentlengthsbidefinedinSDPWS4.3.5.6 AspectRatio–Ratioofwallheight tosegmentlength(h/b); forFTAOwalls, theaspectratioof thecentralpier Wall Group–WalldesigngroupdefinedinSheathingandFramingMaterials tables,whereitshowsassociatedStandardWall Studs:Numberofendstudsat thesouthandnorthorwestandeastendsofawallsegmentoraperforatedorFTAOwall. If twowallgroupnumberslisted, theyare forrigiddiaphragmand flexiblediaphragmdesign. 5 Page 9 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 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->E Wind Line 0.00 4.00 43.4 Block 1 WWall MinW->E Wind Line 0.00 4.00 32.0 Block 1 WWall 1 W->E Wind Line 4.00 6.00 43.4 Block 1 WWall MinW->E Wind Line 4.00 6.00 32.0 Block 1 WRoof 1 W->E Wind Line 5.00 50.00 15.5 Block 1 WRoof MinW->E Wind Line 5.00 50.00 32.6 Block 1 WWall 1 W->E Wind Line 6.00 49.00 43.4 Block 1 WWall MinW->E Wind Line 6.00 49.00 32.0 Block 1 EWall MinW->E Lee Line 0.00 49.00 32.0 Block 1 EWall 1 W->E Lee Line 0.00 49.00 29.4 Block 1 ERoof 1 W->E Lee Line 5.00 50.00 71.8 Block 1 ERoof MinW->E Lee Line 5.00 50.00 32.6 Block 1 WWall MinE->W Lee Line 0.00 4.00 32.0 Block 1 WWall 1 E->W Lee Line 0.00 4.00 29.4 Block 1 WWall MinE->W Lee Line 4.00 6.00 32.0 Block 1 WWall 1 E->W Lee Line 4.00 6.00 29.4 Block 1 WRoof MinE->W Lee Line 5.00 50.00 32.6 Block 1 WRoof 1 E->W Lee Line 5.00 50.00 71.8 Block 1 WWall 1 E->W Lee Line 6.00 49.00 29.4 Block 1 WWall MinE->W Lee Line 6.00 49.00 32.0 Block 1 EWall MinE->W Wind Line 0.00 49.00 32.0 Block 1 EWall 1 E->W Wind Line 0.00 49.00 43.4 Block 1 ERoof MinE->W Wind Line 5.00 50.00 32.6 Block 1 ERoof 1 E->W Wind Line 5.00 50.00 15.5 Block 1 SWall MinS->N Wind Line 0.00 5.25 32.0 Block 1 SWall 1 S->N Wind Line 0.00 5.25 43.4 Block 1 SL Gable MinS->N Wind Line 0.00 15.00 0.0 61.1 Block 1 SL Gable 1 S->N Wind Line 0.00 15.00 0.0 88.3 Block 1 SWall MinS->N Wind Line 5.25 18.25 32.0 Block 1 SWall 1 S->N Wind Line 5.25 18.25 43.4 Block 1 SR Gable MinS->N Wind Line 15.00 30.00 61.1 0.0 Block 1 SR Gable 1 S->N Wind Line 15.00 30.00 88.3 0.0 Block 1 SWall 1 S->N Wind Line 18.25 30.00 43.4 Block 1 SWall MinS->N Wind Line 18.25 30.00 32.0 Block 1 NL Gable MinS->N Lee Line 0.00 15.00 0.0 61.1 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NWall 1 S->N Lee Line 0.00 30.00 24.3 Block 1 NL Gable 1 S->N Lee Line 0.00 15.00 0.0 46.4 Block 1 NR Gable MinS->N Lee Line 15.00 30.00 61.1 0.0 Block 1 NR Gable 1 S->N Lee Line 15.00 30.00 46.4 0.0 Block 1 SL Gable 1 N->S Lee Line 0.00 15.00 0.0 46.4 Block 1 SL Gable MinN->S Lee Line 0.00 15.00 0.0 61.1 Block 1 SWall 1 N->S Lee Line 0.00 5.25 24.3 Block 1 SWall MinN->S Lee Line 0.00 5.25 32.0 Block 1 SWall MinN->S Lee Line 5.25 18.25 32.0 Block 1 SWall 1 N->S Lee Line 5.25 18.25 24.3 Block 1 SR Gable MinN->S Lee Line 15.00 30.00 61.1 0.0 Block 1 SR Gable 1 N->S Lee Line 15.00 30.00 46.4 0.0 Block 1 SWall 1 N->S Lee Line 18.25 30.00 24.3 Block 1 SWall MinN->S Lee Line 18.25 30.00 32.0 Block 1 NWall MinN->S Wind Line 0.00 30.00 32.0 Block 1 NL Gable MinN->S Wind Line 0.00 15.00 0.0 61.1 Block 1 NWall 1 N->S Wind Line 0.00 30.00 43.4 Block 1 NL Gable 1 N->S Wind Line 0.00 15.00 0.0 88.3 Block 1 NR Gable MinN->S Wind Line 15.00 30.00 61.1 0.0 Block 1 NR Gable 1 N->S Wind Line 15.00 30.00 88.3 0.0 Block 2 WRoof 1 W->E Wind Line 3.00 6.00 9.5 Block 2 WRoof MinW->E Wind Line 3.00 6.00 27.3 Block 2 ERoof MinW->E Lee Line 3.00 6.00 27.3 Block 2 ERoof 1 W->E Lee Line 3.00 6.00 59.6 Block 2 WRoof MinE->W Lee Line 3.00 6.00 27.3 Block 2 WRoof 1 E->W Lee Line 3.00 6.00 59.6 Block 2 ERoof 1 E->W Wind Line 3.00 6.00 9.5 Block 2 ERoof MinE->W Wind Line 3.00 6.00 27.3 Block 2 SL Gable MinS->N Wind Line 5.25 17.63 0.0 50.4 Block 2 SL Gable 1 S->N Wind Line 5.25 17.63 0.0 72.5 Block 2 S R Gable Min S->N Wind Line 17.62 30.00 50.4 0.0 6 Page 10 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 S R Gable 1 S->N Wind Line 17.62 30.00 72.5 0.0 Block 2 SL Gable MinN->S Lee Line 5.25 17.63 0.0 50.4 Block 2 SL Gable 1 N->S Lee Line 5.25 17.63 0.0 45.9 Block 2 SR Gable MinN->S Lee Line 17.62 30.00 50.4 0.0 Block 2 SR Gable 1 N->S Lee Line 17.62 30.00 45.9 0.0 Block 3 WRoof 1 W->E Wind Line -1.00 4.00 4.0 Block 3 WRoof MinW->E Wind Line -1.00 4.00 14.0 Block 3 ERoof MinW->E Lee Line -1.00 4.00 14.0 Block 3 ERoof 1 W->E Lee Line -1.00 4.00 30.0 Block 3 WRoof MinE->W Lee Line -1.00 4.00 14.0 Block 3 WRoof 1 E->W Lee Line -1.00 4.00 30.0 Block 3 ERoof MinE->W Wind Line -1.00 4.00 14.0 Block 3 ERoof 1 E->W Wind Line -1.00 4.00 4.0 Block 3 SL Gable 1 S->N Wind Line 18.25 24.13 0.0 33.9 Block 3 SL Gable MinS->N Wind Line 18.25 24.13 0.0 23.9 Block 3 SR Gable 1 S->N Wind Line 24.13 30.00 33.9 0.0 Block 3 SR Gable MinS->N Wind Line 24.13 30.00 23.9 0.0 Block 3 SL Gable MinN->S Lee Line 18.25 24.13 0.0 23.9 Block 3 SL Gable 1 N->S Lee Line 18.25 24.13 0.0 21.3 Block 3 SR Gable 1 N->S Lee Line 24.13 30.00 21.3 0.0 Block 3 SR Gable MinN->S Lee Line 24.13 30.00 23.9 0.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall 1 W->EWind Line 0.00 4.00 41.3 Block 1 WWall MinW->EWind Line 0.00 4.00 32.0 Block 1 WWall MinW->EWind Line 4.00 6.00 32.0 Block 1 WWall 1 W->EWind Line 4.00 6.00 41.3 Block 1 WWall MinW->EWind Line 6.00 49.00 32.0 Block 1 WWall MinW->EWind Line 6.00 47.00 48.0 Block 1 WWall 1 W->EWind Line 6.00 47.00 61.7 Block 1 WWall 1 W->EWind Line 6.00 49.00 41.3 Block 1 EWall MinW->E Lee Line 0.00 49.00 32.0 Block 1 EWall 1 W->E Lee Line 0.00 49.00 29.4 Block 1 EWall MinW->E Lee Line 6.00 7.00 48.0 Block 1 EWall 1 W->E Lee Line 6.00 7.00 44.0 Block 1 EWall 1 W->E Lee Line 7.00 47.00 44.0 Block 1 EWall MinW->E Lee Line 7.00 47.00 48.0 Block 1 WWall MinE->W Lee Line 0.00 4.00 32.0 Block 1 WWall 1 E->W Lee Line 0.00 4.00 29.4 Block 1 WWall 1 E->W Lee Line 4.00 6.00 29.4 Block 1 WWall MinE->W Lee Line 4.00 6.00 32.0 Block 1 WWall 1 E->W Lee Line 6.00 49.00 29.4 Block 1 WWall 1 E->W Lee Line 6.00 47.00 44.0 Block 1 WWall MinE->W Lee Line 6.00 49.00 32.0 Block 1 WWall MinE->W Lee Line 6.00 47.00 48.0 Block 1 EWall MinE->WWind Line 0.00 49.00 32.0 Block 1 EWall 1 E->WWind Line 0.00 49.00 41.3 Block 1 EWall 1 E->WWind Line 6.00 7.00 61.7 Block 1 EWall MinE->WWind Line 6.00 7.00 48.0 Block 1 EWall 1 E->WWind Line 7.00 47.00 61.7 Block 1 EWall MinE->WWind Line 7.00 47.00 48.0 Block 1 SWall 1 S->NWind Line 0.00 19.00 61.7 Block 1 SWall 1 S->NWind Line 0.00 5.25 41.3 Block 1 SWall MinS->NWind Line 0.00 5.25 32.0 Block 1 SWall MinS->NWind Line 0.00 19.00 48.0 Block 1 SWall 1 S->NWind Line 5.25 18.25 41.3 Block 1 SWall MinS->NWind Line 5.25 18.25 32.0 Block 1 SWall 1 S->NWind Line 18.25 30.00 41.3 Block 1 SWall MinS->NWind Line 18.25 30.00 32.0 Block 1 SWall 1 S->NWind Line 19.00 30.00 61.7 Block 1 SWall MinS->NWind Line 19.00 30.00 48.0 Block 1 NWall MinS->N Lee Line 0.00 30.00 48.0 Block 1 NWall 1 S->N Lee Line 0.00 30.00 36.4 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 NWall 1 S->N Lee Line 0.00 30.00 24.3 Block 1 SWall MinN->S Lee Line 0.00 5.25 32.0 Block 1 SWall 1 N->S Lee Line 0.00 19.00 36.4 Block 1 SWall 1 N->S Lee Line 0.00 5.25 24.3 Block 1 SWall MinN->S Lee Line 0.00 19.00 48.0 Block 1 S Wall Min N->S Lee Line 5.25 18.25 32.0 7 Page 11 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 S Wall 1 N->S Lee Line 5.25 18.25 24.3 Block 1 SWall MinN->S Lee Line 18.25 30.00 32.0 Block 1 SWall 1 N->S Lee Line 18.25 30.00 24.3 Block 1 SWall 1 N->S Lee Line 19.00 30.00 36.4 Block 1 SWall MinN->S Lee Line 19.00 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 30.00 61.7 Block 1 NWall MinN->SWind Line 0.00 30.00 48.0 Legend: Block-Blockusedinloadgeneration Accum.=loads fromoneblockcombinedwithanother Manual=user-enteredloads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhichloadsgeneratedorentered LoadCase- Oneof the following: ASCE7AllHeights:Case1or2 fromFig27.3-8orminimumloads from27.1.5 ASCE7Low-rise:ReferencecornerandCaseAorB fromFig28.3-1orminimumloads from28.3.4 WindDir-Directionofwind forloadswithpositivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardorleewardsideof thebuilding forloadsingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start=intensityofuniformandpointloadsorleftmostintensityof trapezoidalload,End=rightintensityof trapload TribHt-Tributaryheightofarealoadsonly Notes: Allloadsentered by theuserorgeneratedbyprogramarespecified(unfactored)loads.Theprogramappliesaloadfactorof0.60 towindloadsbefore distributing them to theshearlines. 8 Page 12 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 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 5.00 50.00 240.0 240.0 E-W Roof Block 1 4 Line 5.00 50.00 240.0 240.0 E-W Roof Block 2 2 Line 3.00 6.00 200.6 200.6 E-W Roof Block 2 4 Line 3.00 6.00 200.6 200.6 E-W Roof Block 3 3 Line -1.00 4.00 103.1 103.1 E-W Roof Block 3 4 Line -1.00 4.00 103.1 103.1 N-S Roof Block 1 Line -1.00 31.00 337.5 337.5 N-S Roof Block 1 Line -1.00 31.00 337.5 337.5 N-S Roof Block 2 B Line 4.25 31.00 30.0 30.0 N-S Roof Block 2 Line 4.25 31.00 15.0 15.0 N-S Roof Block 3 A Line 17.25 31.00 45.0 45.0 N-S Roof Block 3 B Line 17.25 31.00 30.0 30.0 N-S L Gable Block 1 Line 0.00 15.00 76.4 0.0 N-S R Gable Block 1 Line 15.00 30.00 0.0 76.4 N-S R Gable Block 1 Line 0.00 15.00 76.4 0.0 N-S L Gable Block 1 Line 15.00 30.00 0.0 76.4 N-S L Gable Block 2 B Line 5.25 17.63 63.1 0.0 N-S R Gable Block 2 B Line 17.63 30.00 0.0 63.1 N-S L Gable Block 3 A Line 18.25 24.13 29.9 0.0 N-S R Gable Block 3 A Line 24.13 30.00 0.0 29.9 BothWall1-1 n/a 1 Line 6.00 49.00 40.0 40.0 BothWall2-1 n/a 2 Line 4.00 6.00 40.0 40.0 BothWall3-1 n/a 3 Line 0.00 4.00 40.0 40.0 BothWall4-1 n/a 4 Line 0.00 49.00 40.0 40.0 BothWallA-1 n/a A Line 18.25 30.00 40.0 40.0 BothWallB-2 n/a B Line 5.25 18.25 40.0 40.0 BothWallB-1 n/a Line 0.00 5.25 40.0 40.0 BothWallD-1 n/a Line 0.00 30.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Floor F1 n/a 1 Line 6.00 7.00 114.0 114.0 BothWall1-1 n/a 1 Line 6.00 49.00 40.0 40.0 E-W Floor F2 n/a 1 Line 7.00 47.00 180.0 180.0 BothWall2-1 n/a 2 Line 4.00 6.00 40.0 40.0 BothWall3-1 n/a 3 Line 0.00 4.00 40.0 40.0 E-W Floor F1 n/a Line 6.00 7.00 114.0 114.0 BothWall4-1 n/a 4 Line 0.00 49.00 40.0 40.0 E-W Floor F2 n/a 4 Line 7.00 47.00 180.0 180.0 BothWallA-1 n/a A Line 18.25 30.00 40.0 40.0 BothWallB-2 n/a B Line 5.25 18.25 40.0 40.0 BothWallB-1 n/a Line 0.00 5.25 40.0 40.0 N-S Floor F1 n/a Line 0.00 19.00 246.0 246.0 N-S Floor F2 n/a Line 19.00 30.00 240.0 240.0 N-S Floor F1 n/a D Line 0.00 19.00 246.0 246.0 N-S Floor F2 n/a D Line 19.00 30.00 240.0 240.0 BothWallD-1 n/a Line 0.00 30.00 40.0 40.0 BothWall1-1 n/a 1 Line 6.00 47.00 45.0 45.0 BothWall3-1 n/a Line 6.00 7.00 45.0 45.0 BothWall4-1 n/a 4 Line 7.00 47.00 45.0 45.0 BothWallB-1 n/a Line 0.00 19.00 45.0 45.0 BothWallB-2 n/a Line 19.00 30.00 45.0 45.0 BothWallC-1 n/a C Line 2.75 15.50 27.0 27.0 BothWallD-1 n/a D Line 0.00 30.00 45.0 45.0 Legend: 9 Page 13 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 ForceDir-Directioninwhich themassisused forseismicloadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wallline foruser-appliedmasses,FloorF#-refer toPlanView forfloor areanumber Wallline-Shearline thatequivalentlineloadisassigned to Location-Startandendpointsofequivalentlineloadonwallline TribWidth.-Tributarywidth; foruserappliedarealoadsonly 10 Page 14 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line -1.00 0.00 39.5 39.5 E-W Point 0.00 0.00 124 124 E-W Line 0.00 3.00 54.8 54.8 E-W Line 3.00 4.00 131.5 131.5 E-W Point 4.00 4.00 249 249 E-W Line 4.00 5.00 92.1 92.1 E-W Line 5.00 6.00 183.9 183.9 E-W Point 6.00 6.00 260 260 E-W Line 6.00 49.00 107.2 107.2 E-W Point 49.00 49.00 449 449 E-W Line 49.00 50.00 91.8 91.8 N-S Line -1.00 0.00 129.2 129.2 N-S Point 0.00 0.00 329 329 N-S Line 0.00 4.25 144.5 152.8 N-S Line 4.25 5.25 161.4 163.3 N-S Point 5.25 5.25 15 15 N-S Line 5.25 15.00 163.3 191.8 N-S Line 15.00 17.25 191.8 189.6 N-S Line 17.25 17.63 204.0 203.6 N-S Line 17.63 18.25 203.6 201.8 N-S Point 18.25 18.25 31 31 N-S Line 18.25 24.13 201.8 190.3 N-S Line 24.13 30.00 190.3 167.4 N-S Point 30.00 30.00 375 375 N-S Line 30.00 31.00 152.1 152.1 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 51 51 E-W Point 0.00 0.00 339 339 E-W Line 0.00 4.00 8.7 8.7 E-W Point 4.00 4.00 56 56 E-W Line 4.00 6.00 8.7 8.7 E-W Point 6.00 6.00 116 116 E-W Line 6.00 7.00 43.2 43.2 E-W Point 7.00 7.00 54 54 E-W Line 7.00 47.00 57.6 57.6 E-W Point 26.00 26.00 37 37 E-W Point 47.00 47.00 147 147 E-W Line 47.00 49.00 8.7 8.7 E-W Point 49.00 49.00 130 130 N-S Point 0.00 0.00 387 387 N-S Line 0.00 2.75 71.9 71.9 N-S Line 2.75 5.25 74.8 74.8 N-S Point 5.25 5.25 9 9 N-S Line 5.25 15.50 74.8 74.8 N-S Line 15.50 18.25 71.9 71.9 N-S Point 18.25 18.25 17 17 N-S Line 18.25 19.00 71.9 71.9 N-S Point 19.00 19.00 5 5 N-S Line 19.00 30.00 70.6 70.6 N-S Point 30.00 30.00 408 408 Legend: Loadsin tablecanbeaccumulationofloads fromseveralbuildingmasses,so theydonotcorrespondwithaparticularbuildingelement. Location-Startandendofloadindirectionperpendicular toseismic forcedirection Notes: Allloadsentered by theuserorgeneratedbyprogramarespecified(unfactored)loads.Theprogramappliesaloadfactorof0.70andredundancyfactor to seismicloadsbeforedistributing them to theshearlines. 11 Page 15 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 DesignSummary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficientdesigncapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficientdesigncapacity. HOLD-DOWNDESIGN WindLoads,FlexibleDiaphragm Allhold-downshavesufficientdesigncapacity. SeismicLoads,FlexibleDiaphragm Allhold-downshavesufficientdesigncapacity. ThisDesignSummarydoesnotinclude failures thatoccurdue toexcessivestorydrift fromASCE7CC.2.2(wind)or12.12(seismic). Refer toStoryDrift tablein thisreport toverify thisdesigncriterion. Refer to theDeflection table forpossibleissuesregarding fastenerslippage(SDPWSTableC4.2.3D). 12 Page 16 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 FlexibleDiaphragmWindDesign ASCE7Directional(AllHeights)Loads SHEARRESULTS N-S W For ASDShear Force[plf]Asp-Cub AllowableShear[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 - - 1460 -- - 339 - - 11032 - -N->S - - 1370 -- - 339 - - 11032 - Wall 1-1 1 S->N - - 1460 -1.0 - 339 - - 11032 - 1 N->S - - 1370 -1.0 - 339 - - 11032 - Seg. 1 -S->N 44.9 - 618 -1.0 - 339 -339 4667 0.13 -N->S 42.2 - 580 -1.0 - 339 -339 4667 0.12 Seg. 2 -S->N 44.9 - 427 -1.0 - 339 -339 3225 0.13 -N->S 42.2 - 401 -1.0 - 339 -339 3225 0.12 Seg. 3 -S->N 44.9 - 416 -1.0 - 339 -339 3140 0.13 -N->S 42.2 - 390 -1.0 - 339 -339 3140 0.12 Seg. 4 -Both 0.0 - 0 -1.0 - 339 -339 - - Level 1 Ln1, Lev1 -S->N - - 2933 -- - 339 - - 11541 - -N->S - - 2843 -- - 339 - - 11541 - Wall 1-1 1 S->N - - 2933 -1.0 - 339 - - 11541 - 1 N->S - - 2843 -1.0 - 339 - - 11541 - Seg. 1 -S->N 86.3 - 1251 -1.0 - 339 -339 4922 0.25 -N->S 83.6 - 1213 -1.0 - 339 -339 4922 0.25 Seg. 2 -S->N 86.3 - 690 -1.0 - 339 -339 2716 0.25 -N->S 83.6 - 669 -1.0 - 339 -339 2716 0.25 Seg. 3 -S->N 86.3 - 992 -1.0 - 339 -339 3904 0.25 -N->S 83.6 - 962 -1.0 - 339 -339 3904 0.25 Line 4 Level 2 Ln4, Lev2 -S->N - - 1627 -- - 339 - - 10608 - -N->S - - 1476 -- - 339 - - 10608 - Wall 4-1 1 S->N - - 1627 -1.0 - 339 - - 10608 - 1 N->S - - 1476 -1.0 - 339 - - 10608 - Seg. 1 -S->N 52.1 - 651 -1.0 - 339 -339 4243 0.15 -N->S 47.2 - 590 -1.0 - 339 -339 4243 0.14 Seg. 2 -S->N 52.1 - 247 -1.0 - 339 -339 1612 0.15 -N->S 47.2 - 224 -1.0 - 339 -339 1612 0.14 Seg. 3 -S->N 52.1 - 729 -1.0 - 339 -339 4752 0.15 -N->S 47.2 - 661 -1.0 - 339 -339 4752 0.14 Seg. 4 -Both 0.0 - 0 -1.0 - 339 -339 - - Level 1 Ln4, Lev1 -S->N - - 3100 -- - 339 - - 9844 - -N->S - - 2949 -- - 339 - - 9844 - Wall 4-1 1 S->N - - 3100 -1.0 - 339 - - 9844 - 1 N->S - - 2949 -1.0 - 339 - - 9844 - Seg. 1 -S->N 106.9 - 588 -1.0 - 339 -339 1867 0.31 -N->S 101.7 - 559 -1.0 - 339 -339 1867 0.30 Seg. 2 -S->N 106.9 - 2512 -1.0 - 339 -339 7977 0.31 -N->S 101.7 - 2390 -1.0 - 339 -339 7977 0.30 E-W W For ASDShear Force[plf]Asp-Cub AllowableShear[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 - - 177 -- - 339 - - 1406 - Wall A-1 1 Both - - 177 -1.0 - 339 - - 1406 - Seg. 1 -Both 29.4 - 81 -.69 - 233 -233 642 0.13 Seg. 2 -Both 32.1 - 96 -.75 - 255 -255 764 0.13 Line B LnB, Lev2 -Both - - 2358 -- - 495 - - 9038 - Wall B-1 3 Both 129.2 - 678 -1.0 - 495 -495 2600 0.26 Wall B-2 3 Both - - 1680 -1.0 - 495 - - 6438 - Seg. 1 -Both 240.0 -13.2 840 -1.0 - 495 -495 1733 0.48 Open. 1 -Both - 295.3 1772 -- - 495 -495 2971 0.60 Seg. 2 -Both 240.0 -13.2 840 -1.0 - 495 -495 1733 0.48 Level 1 LnB, Lev1 -Both - - 3867 -- - 637 - - 6530 - Wall B-1 2 Both - - 1698 -1.0 - 637 - - 2867 - Seg. 1 -Both 377.3 - 1698 - 1.0 - 637 - 637 2867 0.59 13 Page 17 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 SHEARRESULTS(flexiblewinddesign,continued) Seg. 2 -Both 0.0 - 0 - 1.0 - 637 - 637 - - Wall B-2 2 Both - - 2170 -1.0 - 637 - - 3663 - Seg. 1 -Both 0.0 - 0 -1.0 - 637 -637 - - Seg. 2 -Both 377.3 - 2170 -1.0 - 637 -637 3663 0.59 Line C LnC, Lev1 -Both - - 2151 -- - 339 - - 4328 - Wall C-1 1 Both 168.7 - 2151 -1.0 - 339 -339 4328 0.50 Line D Level 2 LnD, Lev2 -Both - - 2186 -- - 339 - - 6450 - Wall D-1 1 Both - - 2186 -1.0 - 339 - - 6450 - Seg. 1 -Both 115.0 - 633 -1.0 - 339 -339 1867 0.34 Seg. 2 -Both 115.0 - 1553 -1.0 - 339 -339 4583 0.34 Seg. 3 -Both 0.0 - 0 -1.0 - 339 -339 - - Level 1 LnD, Lev1 -Both - - 3382 -- - 339 - - 5125 - Wall D-1 1 Both - - 3382 -1.0 - 339 - - 5125 - Seg. 1 -Both 224.0 - 1736 -1.0 - 339 -339 2631 0.66 Seg. 2 -Both 224.0 - 1120 -1.0 - 339 -339 1697 0.66 Seg. 3 -Both 161.8 - 526 -.72 - 245 -245 797 0.66 Legend: W Gp-WalldesigngroupdefinedinSheathingandFramingMaterials tables,whereitshowsassociatedStandardWall."^"means that thiswallis critical forallwallsin theStandardWallgroup. ForDir-Directionofwind forcealongshearline. v–Designshearforceonsegment=ASD-factoredshear forceperunitlengthoffull-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorandin-planeanchorage forceasperSDPWSeqn.4.3-9=V/FHS/Co.FHSis factored fornarrowsegmentsas per4.3.3.4 FTAOwalls:Shear forceinpiersaboveandbeloweitheropeningsorpiersbesideopening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factored shear force.Forshearline: totalshearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwallsissumbi /FHS from4.3.5.6withbidefinedin4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshownisAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityofinteriorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,alsoincludeunblocked factorCubandaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A=Addcapacities,S=Strongestsideor twiceweakest, G =Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combinedinteriorandexteriorunitshearcapacityincludingperforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio=v/Cmb=designshear force/unitshearcapacity."S"indicates that theseismicdesigncriterionwascriticalinselecting wall. Notes: Refer toElevationViewdiagramsforindividuallevelforupliftanchorageforce t for perforatedwallsgivenbySDPWS4.3.6.4.2,1. 14 Page 18 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 Hold-DownandCompressionDesign(flexiblewinddesign) Level 1 TensileHold-down Line-Location[ft]Load orCompressiveStud Force[lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 6.13 1 1156 1156 LIMIT w/o 1500 0.77 V Elem 0.00 19.63 1 344 344 Refer to upper level 1-1 L Op 1 0.00 20.37 1 766 766 LIMIT w/o 1500 0.51 1-1 R Op 1 0.00 23.63 1 802 802 LIMIT w/o 1500 0.53 V Elem 0.00 24.88 1 369 369 Refer to upper level 1-1 L Op 2 0.00 31.38 1 896 896 LIMIT w/o 1500 0.60 1-1 R Op 2 0.00 35.63 1 551 551 LIMIT w/o 1500 0.37 V Elem 0.00 36.37 1 369 369 Refer to upper level V Elem 0.00 45.38 1 347 347 Refer to upper level 1-1 R End 0.00 46.88 1 769 769 LIMIT w/o 1500 0.51 Line 4 V Elem 30.00 0.12 1 425 425 Refer to upper level 4-1 L End 30.00 7.13 1 1008 1008 LIMIT w/o 1500 0.67 4-1 L Op 1 30.00 12.38 1 1344 1344 STHD14 (8" S 3815 0.35 4-1 R Op 1 30.00 23.63 1 1412 1412 STHD14 (8" S 3815 0.37 V Elem 30.00 28.13 1 399 399 Refer to upper level V Elem 30.00 30.38 1 424 424 Refer to upper level V Elem 30.00 44.13 1 385 385 Refer to upper level 4-1 R End 30.00 46.88 1 925 925 LIMIT w/o 1500 0.62 Line A V Elem 18.38 0.00 1 282 282 Refer to upper level V Elem 20.88 0.00 1 282 282 Refer to upper level V Elem 27.13 0.00 1 307 307 Refer to upper level V Elem 29.88 0.00 1 307 307 Refer to upper level Line B B-1 L End 0.12 6.00 1 4862 4862 N/A 30000 0.16 B-1 L Op 1 4.38 6.00 1 4799 4799 N/A 30000 0.16 V Elem 5.38 6.00 1 1489 1489 Refer to upper level V Elem 17.13 6.00 1 63 63 Refer to upper level V Elem 18.13 6.00 1 1489 1489 Refer to upper level B-2 R Op 1 24.38 7.00 1 3550 3550 STHD14 (8" S 3815 0.93 B-2 R End 29.88 7.00 1 3550 3550 STHD14 (8" S 3815 0.93 Line C C-1 L End 2.88 26.00 1 1548 1548 STHD14 (8" S 3815 0.41 C-1 R End 15.38 26.00 1 1548 1548 STHD14 (8" S 3815 0.41 Line D D-1 L End 0.12 47.00 1 3216 3216 STHD14 (8" S 3815 0.84 V Elem 5.38 47.00 1 1133 1133 Refer to upper level D-1 L Op 1 7.63 47.00 1 2083 2083 STHD14 (8" S 3815 0.55 V Elem 11.63 47.00 1 1588 1588 Refer to upper level D-1 R Op 1 13.88 47.00 1 2122 2122 STHD14 (8" S 3815 0.56 D-1 L Op 2 18.63 47.00 1 2122 2122 STHD14 (8" S 3815 0.56 V Elem 24.88 47.00 1 1588 1588 Refer to upper level D-1 R Op 2 26.88 47.00 1 1577 1577 STHD14 (8" S 3815 0.41 D-1 R End 29.88 47.00 1 1577 1577 STHD14 (8" S 3815 0.41 Level 2 TensileHold-down Line-Location[ft]Load orCompressiveStud Force[lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 6.13 1 366 366 LIMIT w/o 1500 0.24 1-1 L Op 1 0.00 19.63 1 344 344 LIMIT w/o 1500 0.23 1-1 R Op 1 0.00 24.88 1 369 369 LIMIT w/o 1500 0.25 1-1 L Op 2 0.00 34.13 1 346 346 LIMIT w/o 1500 0.23 1-1 R Op 2 0.00 36.37 1 369 369 LIMIT w/o 1500 0.25 1-1 L Op 3 0.00 45.38 1 347 347 LIMIT w/o 1500 0.23 Line 4 4-1 L End 30.00 0.12 1 425 425 LIMIT w/o 1500 0.28 4-1 L Op 1 30.00 12.38 1 385 385 LIMIT w/o 1500 0.26 4-1 R Op 1 30.00 23.63 1 440 440 LIMIT w/o 1500 0.29 4-1 L Op 2 30.00 28.13 1 399 399 LIMIT w/o 1500 0.27 4-1 R Op 2 30.00 30.38 1 424 424 LIMIT w/o 1500 0.28 4-1 L Op 3 30.00 44.13 1 385 385 LIMIT w/o 1500 0.26 Line A A-1 L End 18.38 0.00 1 282 282 LIMIT w/o 1500 0.19 A-1 L Op 1 20.88 0.00 1 282 282 LIMIT w/o 1500 0.19 A-1 R Op 1 27.13 0.00 1 307 307 LIMIT w/o 1500 0.20 A-1 R End 29.88 0.00 1 307 307 LIMIT w/o 1500 0.20 15 Page 19 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 Hold-DownandCompressionDesign(flexiblewinddesign,continued) Line B B-1 L End 0.12 6.00 1 1267 1267 LIMIT w/o 1500 0.84 B-1 R End 5.13 6.00 1 1267 1267 LIMIT w/o 1500 0.84 B-2 L End 5.38 4.00 1 1489 1489 LIMIT w/o 1500 0.99 B-2 R End 18.13 4.00 1 1489 1489 LIMIT w/o 1500 0.99 Line D D-1 L End 0.12 49.00 1 1133 1133 LIMIT w/o 1500 0.76 D-1 L Op 1 5.38 49.00 1 1133 1133 LIMIT w/o 1500 0.76 D-1 R Op 1 11.63 49.00 1 1588 1588 MSTC48B3 3315 0.48 D-1 L Op 2 24.88 49.00 1 1588 1588 MSTC48B3 3315 0.48 Legend: Line-Wall: Atwalloropening–Shearlineandwallnumber Atverticalelement–Shearline Posit'n–Positionofstudpack thathold-downisattached toorwhichisapplying compression force: VElem–Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–Atleftorrightwallend LorR Opn–Atleftorrightsideofopening n t @ Opn–Uplift force t atopeningn fromoffsetopeninginperforatedwallabove, fromSDPWS4.3.6.4.2.1 Location–Co-ordinatesinPlanView LoadCase–Resultsare forcriticalloadcase: ASCE7AllHeights:Case1or2 fromFig.27.3-8 ASCE7Low-rise:Windwardcorner(s)andCaseAorB fromFig.28.3-1 ASCE7Minimumloads(27.1.5 / 28.3.4):"Min" TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection.Includes forces transferred fromupperlevels. Shear– Overturningcomponent=Vxh / beff fromSDPWSEqn.4.3-7;V= forceonsegment,ASD-factoredby0.60;h=wallheight,beff=wall segmentlength–(tensionstudpackwidth+hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls=Vxh / Cosum (bi) fromSDPWSEqn.4.3-8. Dead–Deadloadresistingcomponent, factored forASDby0.60 for tensionand1.0 forcompression Uplift–Upliftwindloadcomponent, factored forASDby0.60 Cmb'd–SumofASD-factoredoverturning,deadanduplift forces.Mayalsoinclude theuplift force t fromperforatedwalls fromSDPWS4.3.6.4.2.1 whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearingofendstudpackonbottomplate Cap–Hold-downs:AllowableASD tensionload fromdatabase;Compression:allowableASDbearing force=CtCMCbFcpA;A=crosssectional areaofendstuds.Refer toFramingmaterials table fordetails Crit.Resp.–CriticalResponse=CombinedASD force / AllowableASD tensionload Notes: Refer to theShearLineDimensions tableforwallheighth,effectivesegmentlengthbeffandperforatedwalladjustedsumofbi, to theStoryTableforjoist depth,and to theShearResults tableforperforatedfactorCo. Mostsevereofwindloadcasesisusedforoverturningcalculation. Designerisresponsiblefordesignofconnectionfromwall tofloororfoundationfor shearforceshowninShearResults table.Refer toSDPWS4.3.6.4.3 forfoundationanchorboltrequirements. 16 Page 20 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 COLLECTORFORCES(flexiblewinddesign) Level 1 DragStrut Strap/Blocking Line-Position on Wall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1 LeftOpening 1 0.00 20.50 214 -207 1-1 Right Opening 1 0.00 23.50 -1 1 1-1 LeftOpening 2 0.00 31.50 117 -113 1-1 Right Opening 2 0.00 35.50 -169 164 Line 4 4-1 LeftOpening 1 30.00 12.50 162 -154 4-1 Right Opening 1 30.00 23.50 -691 657 Line B B-1 LeftOpening 1 4.50 6.00 1118-1118 B-2 Right Opening 1 24.25 7.00 -1428 1428 Line C C-1 LeftWall End 2.75 26.00 -197 197 C-1 Right Wall End 15.50 26.00 1039-1039 Line D D-1 LeftOpening 1 7.75 47.00 862 -862 D-1 Right Opening 1 13.75 47.00 186 -186 D-1 LeftOpening 2 18.75 47.00 742 -742 D-1 Right Opening 2 26.75 47.00 -159 159 Level 2 DragStrut Strap/Blocking Line-Position on Wall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1 LeftOpening 1 0.00 19.75 151 -142 1-1 Right Opening 1 0.00 24.75 -19 18 1-1 LeftOpening 2 0.00 34.25 85 -80 1-1 Right Opening 2 0.00 36.25 17 -16 1-1 LeftOpening 3 0.00 45.50 119 -112 Line 4 4-1 LeftOpening 1 30.00 12.50 236 -214 4-1 Right Opening 1 30.00 23.50 -129 117 4-1 LeftOpening 2 30.00 28.25 -40 36 4-1 Right Opening 2 30.00 30.25 -106 96 4-1 LeftOpening 3 30.00 44.25 158 -143 Line A A-1 LeftOpening 1 21.00 0.00 39 -39 A-1 Right Opening 1 27.00 0.00 -51 51 Line B B-2 LeftOpening 1 8.75 4.00 -56 56 B-2 Right Opening 1 14.75 4.00 1245-1245 B-2 Right Wall End 18.25 4.00 924 -924 B-2 LeftOpening 1 8.75 4.00 886 886 B-2 Right Opening 1 14.75 4.00 886 886 Line D D-1 LeftOpening 1 5.50 49.00 232 -232 D-1 Right Opening 1 11.50 49.00 -205 205 D-1 LeftOpening 2 25.00 49.00 364 -364 Legend: Line-Wall-Shearlineandwallnumber Position…-Sideofopeningorwallend thatdragstrutisattached to Location-Co-ordinatesinPlanView LoadCase-Resultsare forcriticalloadcase: ASCE7AllheightsCase1or 2 ASCE7Low-risecorner;CaseAor B DragstrutForce-Axial forcein transferelementatopenings,gaps,orchangesindesignshearalongshearline.+ : tension;- : compression. BasedonASD-factoredshearline force(vmax from4.3.6.4.1.1 forperforatedwalls) Strap/BlockingForce–ForFTAOwalls, force transferred fromaboveandbelowopening toshearwallpier. ->Due toshearline forcein thewest-to-eastorsouth-to-northdirection <-Due toshearline forcein theeast-to-westornorth-to-southdirection 17 Page 21 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 FlexibleDiaphragmSeismicDesign SEISMIC INFORMATION Level Mass Area StoryShear Fx[lbs]ShearResistance[lbs]Diaphragm Force[lbs] [lbs][sq.ft]E-W N-S E-W N-S E-W N-S Fpx Design Fpx Design 2 33404 1386.5 4474 4474 12066 15457 5649 5649 5649 5649 1 27682 1219.0 2104 2104 11416 15275 4682 5275 4682 4682 All 61086 -6579 6579 - - - - - - Legend: Mass–Sumofallgeneratedandinputbuildingmassesonlevel=wxinASCE7Eqn.12.8-12. StoryShear–TotalASD-factoredshear forceinducedatlevelx fromEqn.12.8-11. ShearResistance–Lateraldesignstrengthofallshear-resistingelementsonstory, foruseinweakstoryevaluation(4.1.8). DiaphragmForce–usedbyShearwallsonly fordragstrut forces,asperException to12.10.2.1. Fpx-MinimumASD-factored force fordiaphragmdesign fromEqns.12.10-1,-2,and-3. Design=Thegreaterof thestoryshearandFpx+ transfer forces fromdiscontinuousshearlines, factoredbyoverstrength(omega)asper12.10.1.1. Omega=2.5asper12.2-1. Design force fordragstrutsaredeterminedonashearline-by-shearlinebasis,andcanuseFx,Fpx,or“Design”dependingon thelocationof 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; totaldeadloadfactor:0.6-0.140=0.460 tension,1.0+0.140=1.140 compression. WeakStory(SDPWS4.1.8) ThelateralresistanceVrofstory1isless than thatofstory2. Vr1 / Vr2=0.988,butV1 / Vr1=0.431,so theweakstoryispermitted. 18 Page 22 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 SHEARRESULTS(flexibleseismicdesign) N-S W For ASDShear Force[plf]Asp-Cub AllowableShear[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 - - 2150 -- - 242 - - 7880 - Wall 1-1 1 Both - - 2150 -1.0 - 242 - - 7880 - Seg. 1 -Both 66.2 - 910 -1.0 - 242 -242 3334 0.27 Seg. 2 -Both 66.2 - 628 -1.0 - 242 -242 2303 0.27 Seg. 3 -Both 66.2 - 612 -1.0 - 242 -242 2243 0.27 Seg. 4 -Both 0.0 - 0 -1.0 - 242 -242 - - Level 1 Ln1, Lev1 -Both - - 3203 -- - 242 - - 8244 - Wall 1-1 1 Both - - 3203 -1.0 - 242 - - 8244 - Seg. 1 -Both 94.2 - 1366 -1.0 - 242 -242 3516 0.39 Seg. 2 -Both 94.2 - 754 -1.0 - 242 -242 1940 0.39 Seg. 3 -Both 94.2 - 1083 -1.0 - 242 -242 2788 0.39 Line 4 Level 2 Ln4, Lev2 -Both - - 2324 -- - 242 - - 7577 - Wall 4-1 1 Both - - 2324 -1.0 - 242 - - 7577 - Seg. 1 -Both 74.4 - 930 -1.0 - 242 -242 3031 0.31 Seg. 2 -Both 74.4 - 353 -1.0 - 242 -242 1152 0.31 Seg. 3 -Both 74.4 - 1041 -1.0 - 242 -242 3395 0.31 Seg. 4 -Both 0.0 - 0 -1.0 - 242 -242 - - Level 1 Ln4, Lev1 -Both - - 3375 -- - 242 - - 7031 - Wall 4-1 1 Both - - 3375 -1.0 - 242 - - 7031 - Seg. 1 -Both 116.4 - 640 -1.0 - 242 -242 1334 0.48 Seg. 2 -Both 116.4 - 2735 -1.0 - 242 -242 5698 0.48 E-W W For ASDShear Force[plf]Asp-Cub AllowableShear[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 - - 237 -- - 242 - - 1004 - Wall A-1 1 Both - - 237 -1.0 - 242 - - 1004 - Seg. 1 -Both 39.4 - 108 -.69 - 167 -167 458 0.24 Seg. 2 -Both 43.0 - 129 -.75 - 182 -182 546 0.24 Line B LnB, Lev2 -Both - - 2185 -- - 354 - - 6456 - Wall B-1 3^Both 119.7 - 629 -1.0 - 354 -354 1857 0.34 Wall B-2 3^Both - - 1557 -1.0 - 354 - - 4599 - Seg. 1 -Both 222.4 -12.2 778 -1.0 - 354 -354 1238 0.63 Open. 1 -Both - 273.7 1642 -- - 354 -354 2122 0.77 Seg. 2 -Both 222.4 -12.2 778 -1.0 - 354 -354 1238 0.63 Level 1 LnB, Lev1 -Both - - 3052 -- - 455 - - 4664 - Wall B-1 2^Both - - 1340 -1.0 - 455 - - 2048 - Seg. 1 -Both 297.8 - 1340 -1.0 - 455 -455 2048 0.65 Seg. 2 -Both 0.0 - 0 -1.0 - 455 -455 - - Wall B-2 2^Both - - 1712 -1.0 - 455 - - 2616 - Seg. 1 -Both 0.0 - 0 -1.0 - 455 -455 - - Seg. 2 -Both 297.8 - 1712 -1.0 - 455 -455 2616 0.65 Line C LnC, Lev1 -Both - - 846 -- - 242 - - 3091 - Wall C-1 1 Both 66.3 - 846 -1.0 - 242 -242 3091 0.27 Line D Level 2 LnD, Lev2 -Both - - 2052 -- - 242 - - 4607 - Wall D-1 1 Both - - 2052 -1.0 - 242 - - 4607 - Seg. 1 -Both 108.0 - 594 -1.0 - 242 -242 1334 0.45 Seg. 2 -Both 108.0 - 1458 -1.0 - 242 -242 3273 0.45 Seg. 3 -Both 0.0 - 0 -1.0 - 242 -242 - - Level 1 LnD, Lev1 -Both - - 2681 -- - 242 - - 3661 - Wall D-1 1^Both - - 2681 -1.0 - 242 - - 3661 - Seg. 1 -Both 177.6 - 1376 -1.0 - 242 -242 1879 0.73 Seg. 2 -Both 177.6 - 888 -1.0 - 242 -242 1212 0.73 Seg. 3 -Both 128.2 - 417 -.72 - 175 -175 569 0.73 Legend: 19 Page 23 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 W Gp-WalldesigngroupdefinedinSheathingandFramingMaterials tables,whereitshowsassociatedStandardWall."^"means that thiswallis critical forallwallsin theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. v–Designshearforceonsegment=ASD-factoredshear forceperunitlengthoffull-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorandin-planeanchorage forceasperSDPWSeqn.4.3-9=V/FHS/Co.FHSis factored fornarrowsegmentsas per4.3.3.4 FTAOwalls:Shear forceinpiersaboveandbeloweitheropeningsorpiersbesideopening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factored shear force.Forshearline: totalshearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwallsissumbi /FHS from4.3.5.6withbidefinedin4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshownisAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityofinteriorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,alsoincludeunblocked factorCubandaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A=Addcapacities,S=Strongestsideor twiceweakest, G =Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combinedinteriorandexteriorunitshearcapacityincludingperforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio=v/Cmb=designshear force/unitshearcapacity."W"indicates that thewinddesigncriterionwascriticalinselectingwall. Notes: Refer toElevationViewdiagramsforindividuallevelforupliftanchorageforce t for perforatedwallsgivenbySDPWS4.3.6.4.2,1. 20 Page 24 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 Hold-DownandCompressionDesign(flexibleseismicdesign) Level 1 TensileHold-down Line-Location[ft]orCompressiveStud Force[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 6.13 1402 1402 LIMIT w/o 1500 0.93 V Elem 0.00 19.63 539 539 Refer to upper level 1-1 L Op 1 0.00 20.37 863 863 LIMIT w/o 1500 0.58 1-1 R Op 1 0.00 23.63 875 875 LIMIT w/o 1500 0.58 V Elem 0.00 24.88 544 544 Refer to upper level 1-1 L Op 2 0.00 31.38 1062 1062 LIMIT w/o 1500 0.71 1-1 R Op 2 0.00 35.63 510 510 LIMIT w/o 1500 0.34 V Elem 0.00 36.37 544 544 Refer to upper level V Elem 0.00 45.38 544 544 Refer to upper level 1-1 R End 0.00 46.88 867 867 LIMIT w/o 1500 0.58 Line 4 V Elem 30.00 0.12 607 607 Refer to upper level 4-1 L End 30.00 7.13 1097 1097 LIMIT w/o 1500 0.73 4-1 L Op 1 30.00 12.38 1704 1704 STHD14 (8" S 3815 0.45 4-1 R Op 1 30.00 23.63 1687 1687 STHD14 (8" S 3815 0.44 V Elem 30.00 28.13 628 628 Refer to upper level V Elem 30.00 30.38 606 606 Refer to upper level V Elem 30.00 44.13 606 606 Refer to upper level 4-1 R End 30.00 46.88 1059 1059 LIMIT w/o 1500 0.71 Line A V Elem 18.38 0.00 377 377 Refer to upper level V Elem 20.88 0.00 377 377 Refer to upper level V Elem 27.13 0.00 411 411 Refer to upper level V Elem 29.88 0.00 411 411 Refer to upper level Line B B-1 L End 0.12 6.00 4011 4011 N/A 30000 0.13 B-1 L Op 1 4.38 6.00 3953 3953 N/A 30000 0.13 V Elem 5.38 6.00 1380 1380 Refer to upper level V Elem 17.13 6.00 59 59 Refer to upper level V Elem 18.13 6.00 1380 1380 Refer to upper level B-2 R Op 1 24.38 7.00 2802 2802 STHD14 (8" S 3815 0.73 B-2 R End 29.88 7.00 2802 2802 STHD14 (8" S 3815 0.73 Line C C-1 L End 2.88 26.00 609 609 STHD14 (8" S 3815 0.16 C-1 R End 15.38 26.00 609 609 STHD14 (8" S 3815 0.16 Line D D-1 L End 0.12 47.00 2715 2715 STHD14 (8" S 3815 0.71 V Elem 5.38 47.00 1063 1063 Refer to upper level D-1 L Op 1 7.63 47.00 1651 1651 STHD14 (8" S 3815 0.43 V Elem 11.63 47.00 1491 1491 Refer to upper level D-1 R Op 1 13.88 47.00 1682 1682 STHD14 (8" S 3815 0.44 D-1 L Op 2 18.63 47.00 1682 1682 STHD14 (8" S 3815 0.44 V Elem 24.88 47.00 1491 1491 Refer to upper level D-1 R Op 2 26.88 47.00 1250 1250 STHD14 (8" S 3815 0.33 D-1 R End 29.88 47.00 1250 1250 STHD14 (8" S 3815 0.33 Level 2 TensileHold-down Line-Location[ft]orCompressiveStud Force[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 6.13 539 539 LIMIT w/o 1500 0.36 1-1 L Op 1 0.00 19.63 539 539 LIMIT w/o 1500 0.36 1-1 R Op 1 0.00 24.88 544 544 LIMIT w/o 1500 0.36 1-1 L Op 2 0.00 34.13 544 544 LIMIT w/o 1500 0.36 1-1 R Op 2 0.00 36.37 544 544 LIMIT w/o 1500 0.36 1-1 L Op 3 0.00 45.38 544 544 LIMIT w/o 1500 0.36 Line 4 4-1 L End 30.00 0.12 607 607 LIMIT w/o 1500 0.40 4-1 L Op 1 30.00 12.38 607 607 LIMIT w/o 1500 0.40 4-1 R Op 1 30.00 23.63 628 628 LIMIT w/o 1500 0.42 4-1 L Op 2 30.00 28.13 628 628 LIMIT w/o 1500 0.42 4-1 R Op 2 30.00 30.38 606 606 LIMIT w/o 1500 0.40 4-1 L Op 3 30.00 44.13 606 606 LIMIT w/o 1500 0.40 Line A A-1 L End 18.38 0.00 377 377 LIMIT w/o 1500 0.25 A-1 L Op 1 20.88 0.00 377 377 LIMIT w/o 1500 0.25 A-1 R Op 1 27.13 0.00 411 411 LIMIT w/o 1500 0.27 A-1 R End 29.88 0.00 411 411 LIMIT w/o 1500 0.27 21 Page 25 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) Line B B-1 L End 0.12 6.00 1174 1174 LIMIT w/o 1500 0.78 B-1 R End 5.13 6.00 1174 1174 LIMIT w/o 1500 0.78 B-2 L End 5.38 4.00 1380 1380 LIMIT w/o 1500 0.92 B-2 R End 18.13 4.00 1380 1380 LIMIT w/o 1500 0.92 Line D D-1 L End 0.12 49.00 1063 1063 LIMIT w/o 1500 0.71 D-1 L Op 1 5.38 49.00 1063 1063 LIMIT w/o 1500 0.71 D-1 R Op 1 11.63 49.00 1491 1491 MSTC48B3 3315 0.45 D-1 L Op 2 24.88 49.00 1491 1491 MSTC48B3 3315 0.45 Legend: Line-Wall: Atwalloropening–Shearlineandwallnumber Atverticalelement–Shearline Posit'n–Positionofstudpack thathold-downisattached to: VElem–Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd–Atleftorrightwallend LorR Opn–Atleftorrightsideofopening n t @ Opn–Uplift force t atopeningn fromoffsetopeninginperforatedwallabove, fromSDPWS4.3.6.4.2.1 Location–Co-ordinatesinPlanView TensileHold-downorCompressiveStudForce–Upwards forceonhold-downatoneendof thewallordownward forceonbottomplateunderstuds at theotherend, foreach forcedirection.Includes forces transferred fromupperlevels. Shear– Overturningcomponent=Vxh / beff fromSDPWSEqn.4.3-7;V= forceonsegment,ASD-factoredby0.70;h=wallheight , beff=wall segmentlength–(tensionstudpackwidth+hold-downanchorboltoffset)–(1/2compressionstudpackwidth).Forperforatedwalls=Vxh / Cosum (bi) fromSDPWSEqn.4.3-8. Dead–Deadloadresistingcomponent, factored forASDby0.60 for tensionand1.0 forcompression Ev–Verticalseismicloadeffect fromASCE712.4.2.2=-0.2SdsxASD factorxunfactoredD=0.233SDSx factoredD.Refer toSeismic Information tableformoredetails. Cmb'd–SumofASD-factoredoverturning,deadandverticalseismic forces.Mayalsoinclude theuplift force t fromperforatedwalls fromSDPWS 4.3.6.4.2.1whenopeningsarestaggered. Hold-down–Devicemodelnumber fromhold-downdatabase;"Compression" forbearingofendstudpackonbottomplate Cap–Hold-downs:AllowableASD tensionload fromdatabase;Compression:AllowableASDbearing force=CtCMCbFcpA;A=crosssectional areaofendstuds.Refer toFramingmaterials table fordetails. Crit.Resp.–CriticalResponse=CombinedASD force/AllowableASD tensionload Notes: CombinedforcefromASCE72.4.1loadcombination10=-(0.6D-0.7Ev+0.7Eh);Eh(from12.4.2.1)=-shearoverturningforce Refer to theShearLineDimensions tableforwallheighth,effectivesegmentlengthbeffandperforatedwalladjustedsumofbi, to theStoryTableforjoist depth,and to theShearResults tableforperforatedfactorCo. Designerisresponsiblefordesignofconnectionfromwall tofloororfoundationfor shearforceshowninShearResults table.Refer toSDPWS4.3.6.4.3 forfoundationanchorboltrequirements. 22 Page 26 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 COLLECTORFORCES(flexibleseismicdesign) Level 1 DragStrut Strap/Blocking Line-Position on Wall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 5617 5617 1-1 LeftOpening 1 0.00 20.50 409 -409 1-1 Right Opening 1 0.00 23.50 -2 2 1-1 LeftOpening 2 0.00 31.50 224 -224 1-1 Right Opening 2 0.00 35.50 -324 324 Line 4 Shearline force 5828 5828 4-1 LeftOpening 1 30.00 12.50 304 -304 4-1 Right Opening 1 30.00 23.50 -1299 1299 Line B Shearline force 4179 4179 B-1 LeftOpening 1 4.50 6.00 1208-1208 B-2 Right Opening 1 24.25 7.00 -1543 1543 Line C Shearline force 1882 1882 C-1 LeftWall End 2.75 26.00 -172 172 C-1 Right Wall End 15.50 26.00 910 -910 Line D Shearline force 3451 3451 D-1 LeftOpening 1 7.75 47.00 880 -880 D-1 Right Opening 1 13.75 47.00 190 -190 D-1 LeftOpening 2 18.75 47.00 758 -758 D-1 Right Opening 2 26.75 47.00 -163 163 Level 2 DragStrut Strap/Blocking Line-Position on Wall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 2715 2715 1-1 LeftOpening 1 0.00 19.75 280 -280 1-1 Right Opening 1 0.00 24.75 -35 35 1-1 LeftOpening 2 0.00 34.25 159 -159 1-1 Right Opening 2 0.00 36.25 32 -32 1-1 LeftOpening 3 0.00 45.50 221 -221 Line 4 Shearline force 2935 2935 4-1 LeftOpening 1 30.00 12.50 425 -425 4-1 Right Opening 1 30.00 23.50 -234 234 4-1 LeftOpening 2 30.00 28.25 -72 72 4-1 Right Opening 2 30.00 30.25 -192 192 4-1 LeftOpening 3 30.00 44.25 284 -284 Line A Shearline force 300 300 A-1 LeftOpening 1 21.00 0.00 67 -67 A-1 Right Opening 1 27.00 0.00 -86 86 Line B Shearline force 2759 2759 B-2 LeftOpening 1 8.75 4.00 -65 65 B-2 Right Opening 1 14.75 4.00 1457-1457 B-2 Right Wall End 18.25 4.00 1081-1081 B-2 LeftOpening 1 8.75 4.00 821 821 B-2 Right Opening 1 14.75 4.00 821 821 Line D Shearline force 2590 2590 D-1 LeftOpening 1 5.50 49.00 275 -275 D-1 Right Opening 1 11.50 49.00 -243 243 D-1 LeftOpening 2 25.00 49.00 432 -432 Legend: Line-Wall-Shearlineandwallnumber Position…-Sideofopeningorwallend thatdragstrutisattached to Location-Co-ordinatesinPlanView DragstrutForce-Axial forcein transferelementatopenings,gaps,orchangesindesignshearalongshearline.+ : tension;- : compression. BasedonASD-factoredshearline forceshown.ForSDCC-F,itis thegreaterof thedesignshearline forceand thediaphragm forceFpx,added toshearline force fromstoryaboveand to forces transferred fromdiscontinuousshearlines factoredbyoverstrength(omega)asper12.10.1.1. Refer toSeismicInformation table fordiaphragm forcesandomega factor. ForSDCD-F,ifhorizontal torsionalirregularities2,3,or4areinput,orverticalirregularity4detectedorinput,25%increase from12.3.3.4applied. 23 Page 27 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(A).wswu Oct.11,2024 13:14:15 Forperforatedwalls, this forceisconverted tovmaxusing4.3.6.4.1.1. Strap/BlockingForce–ForFTAOwalls, force transferred fromaboveandbelowopening toshearwallpier. ->Due toshearline forcein thewest-to-eastorsouth-to-northdirection <-Due toshearline forcein theeast-to-westornorth-to-southdirection 24 Page 28 of 71 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2190-2L-SHEAR(B).wswu Oct.11,202413:35:15 -10'-5'0'5'10'15'20'25'30'35'40'45' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' D-1 B-1 B-2 C-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level1of 2 Page 29 of 71 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls13.1.1L2M-2190-2L-SHEAR(B).wswu Oct.11,202413:35:15 -10'-5'0'5'10'15'20'25'30'35'40'45' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' D-1 A-1 B-2 B-1 Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Aspectfactor Orange Level2of 2 Page 30 of 71 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls13.1.1 L2M-2190-2L-SHEAR(B).wswu Oct.11,202413:35:34 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) 3.08 MaximumHeight-to-widthRatio Woodpanels Blocked Unblocked Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 2.0 - - - - - Ignoreshearresistancecontributionof... Wallsegments Seismic Don't ignore Any gypsum, lumber,fiberboard Forcesbasedon... Hold-downs Applied loads Dragstruts Applied loads Shearwallrelativerigidity:Wall capacity Non-identical materialsandconstructionontheshearline:Notallowed DeflectionEquation:Nodeflection analysis Drift limitforwinddesign:1 /500 story height FTAOstrap:Continuous at top of highestopening and bottom of lowest Dead load inchordforceforoverturningdesign Tensionend Compressionend Whencompletelycounteractsoverturning Wall length / 2 Wall length / 2 Wall length / 2 SITE INFORMATION RiskCategory Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure DesignWindSpeed 110mph Exposure Exposure B Enclosure Partially enclosed StructureType Regular BuildingSystem Bearing Wall DesignCategory D SiteClass D Topographic Information[ft] Shape - Height - Length - SiteLocation: - Elev: 0ft Rigid building - Static analysis SpectralResponseAcceleration S1:0.500g Ss:1.510g FundamentalPeriod E-W N-S TUsed 0.210s 0.210s ApproximateTa 0.210s 0.210s Maximum T 0.295s 0.295s 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 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 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 6.00 North Side 23.0 1.00 ExtentX,Y =30.00 43.00 South Side 23.0 1.00 RidgeYLocation,Offset 27.50 0.00 East Gable 90.0 1.00 RidgeElevation,Height 29.15 9.13 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =5.25 5.00 North Joined 157.0 1.00 ExtentX,Y =24.75 1.00 South Gable 90.0 1.00 RidgeXLocation,Offset 17.63 0.00 East Side 27.0 1.00 RidgeElevation,Height 26.33 6.31 West Side 27.0 1.00 Block 3 2 Story N-S Ridge LocationX,Y =18.25 0.00 North Joined 90.0 1.00 ExtentX,Y =11.75 5.00 South Gable 90.0 1.00 RidgeXLocation,Offset 24.13 0.00 East Side 27.0 1.00 RidgeElevation,Height 23.01 2.99 West Side 27.0 1.00 2 Page 32 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in lbs/in in in 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 6 12 Y 1,3 2 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 3 12 Y 1,2,3 3 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Common N 4 12 Y 1,2,3 Legend: Grp–WallDesignGroupnumber,usedtoreferencewall inother tables(createdbyprogram) Surf–Exterioror interiorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.3C Thick–Nominalpanel thickness GU-Gypsumunderlay thickness Ply–Numberofplies(or layers) inconstructionofplywoodsheets Or–Orientation of longerdimension of sheathingpanelsor lumberplanks.Dbl. = Doublediagonal. Gvtv–Shearstiffness in lb/in.ofdepth fromSDPWSTablesC4.2.3A-B Type–Fastener type fromSDPWSTables4.3A-D: Common:commonwirenail;Box:galvanizedboxnail;Casing:casing nail;Roof:galvanizedroofingnail;Cooler:coolernail;WBoard:wallboard nail;Screw:drywallscrew;Gauge:nailmeasuredbygauge;Galv:galvanizedgaugenail;GWB:Gypsumwallboardbluednail Size-FromTables4.3A-DandTableA1;shown inWall Input fastenerdropdown Commonnails:6d = 0.113x2”,8d = 0.131x2.5”,10d =0.148x3”,12d = 0.148x3.5” Boxorcasing nails:6d = 0.099x2”,8d = 0.113x2.5”,10d =0.128x3”,12d = 0.126x3.5” Gauge,roofingandGWBnails:13ga= 0.92”x1-1/8”;11ga = 0.120”x1-1/8”(GWBnail forgypsum lath&plaster),1-1/4”(gyp.L&P),1-1/2” (wire lath&plaster,1/2” fiberboard ,1/2”GWB),1-3/4”(GSB,5/8”GWB,25/32” fiberboard,2-plyGWBbase),2-3/8”(2-plyGWB face) Coolerorwallboardnail:5d = .086”x1-5/8”;6d = .092”x1-7/8”;8d = .113”x2-3/8”;6/8d = 6dbaseply,8d faceply for2-plyGWB. Drywallscrews:No.6,1-1/4” long. RS–Ring-shanknails(non-shearwallsonly),with increasedwithdrawalcapacityasperNDS12.2.3.2. Eg–Paneledge fastenerspacing.For lumbersheathing,no.ofnailsperboardatshearwallboundary.For2-plyGWB,spacing of all nails inface ply. Fd–Fieldspacing interior topanels.For lumbersheathing,no.ofnailsperboardat interiorstuds.For2-plyGWB,spacing of all nails in faceply. Bk–Sheathing isnailed toblocking at allpaneledges;Y(es)orN(o) ApplyNotes–Notesbelow table legendwhichapply tosheathingside Notes: 1.Capacityhasbeenreducedforframingspecificgravityaccording toSDPWSTable4.3ANote3.Afactorof0.93 isappliedforHem.-Firframing and 0.92forS.-P.-F.ForothermaterialswithspecificgravityG less than0.5, it isG + 0.5. 2.Framing at adjoining panel edgesmustbe3"nominalorwiderwithstaggerednailingaccording toSDPWS4.3.7.1(5) 3.Shearcapacityforcurrentdesign hasbeen increased to thevaluefor15/32"sheathingwithsamenailingbecausestudspacing is16"max.or panelorientation ishorizontal.SeeSDPWSTable4.3ANote2. FRAMINGMATERIALSandSTANDARDWALLbyWALLGROUP Wall Species Grade b d Spcg SG E Fcp StandardWall Grp in in in psi^6 1 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 2 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 3 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 405 Legend: WallGrp–WallDesignGroup b–Studbreadth(thickness) d–Studdepth(width) Spcg–Maximum on-centrespacing of studs fordesign, actualspacing maybe less. SG–Specificgravity E–Modulusofelasticity StandardWall-Standardwalldesignedasgroup. Fcp-Compressivestrengthperpendicular tograin Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. Thefollowingfactorsareapplied toFcpforcompressivedesign and deformationunderwallsegmentendstuds : BearingareafactorCbfromNDS3.10.4,underwindowopenings. 3 Page 33 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 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 6.00 49.00 43.00 32.50 -8.00 -- Wall 1-1 Seg 1 0.00 6.00 49.00 43.00 32.50 -- 22 Segment 1 --6.00 19.75 13.75 13.50 0.58 - 22 Opening 1 --19.75 24.75 5.00 --5.00 22 Segment 2 --24.75 34.25 9.50 9.25 0.84 - 22 Opening 2 --34.25 36.25 2.00 --5.00 22 Segment 3 --36.25 45.50 9.25 9.00 0.86 - 22 Opening 3 --45.50 47.50 2.00 --5.00 22 Segment 4 --47.50 49.00 1.50 -5.33 - 22 Level 1 Line 1 1 0.00 6.00 47.00 41.00 34.00 -9.00 -- Wall 1-1 Seg 1 0.00 6.00 47.00 41.00 34.00 -- 22 Segment 1 --6.00 20.50 14.50 14.25 0.62 - 22 Opening 1 --20.50 23.50 3.00 --5.00 22 Segment 2 --23.50 31.50 8.00 7.75 1.12 - 22 Opening 2 --31.50 35.50 4.00 --5.00 22 Segment 3 --35.50 47.00 11.50 11.25 0.78 - 22 Line 2 Level 2 Line 2 Seg 5.25 4.00 49.00 45.00 0.00 -8.00 -- Wall 2-1 Seg 5.25 4.00 6.00 2.00 0.00 4.00 - 22 Line 3 Level 2 Line 3 NSW 19.00 0.00 7.00 7.00 0.00 -8.00 -- Wall 3-1 NSW 18.25 0.00 4.00 4.00 0.00 1.00 - 22 Level 1 Line 3 Seg 19.00 6.00 47.00 41.00 0.00 -9.00 -- Wall 3-1 Seg 19.00 6.00 7.00 1.00 0.00 9.00 - 22 Line 4 Level 2 Line 4 1 30.00 0.00 49.00 49.00 31.25 -8.00 -- Wall 4-1 Seg 1 30.00 0.00 49.00 49.00 31.25 -- 22 Segment 1 --0.00 12.50 12.50 12.25 0.64 - 22 Opening 1 --12.50 23.50 11.00 --5.00 22 Segment 2 --23.50 28.25 4.75 4.50 1.68 - 22 Opening 2 --28.25 30.25 2.00 --5.00 22 Segment 3 --30.25 44.25 14.00 13.75 0.57 - 22 Opening 3 --44.25 48.25 4.00 --5.00 22 Segment 4 --48.25 49.00 0.75 -10.67 - 22 Level 1 Line 4 1 30.00 7.00 47.00 40.00 29.00 -9.00 -- Wall 4-1 Seg 1 30.00 7.00 47.00 40.00 29.00 -- 22 Segment 1 --7.00 12.50 5.50 5.25 1.64 - 22 Opening 1 --12.50 23.50 11.00 --5.00 22 Segment 2 --23.50 47.00 23.50 23.25 0.38 - 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 0.00 18.25 30.00 11.75 6.25 -8.00 -- Wall A-1 Seg 1 0.00 18.25 30.00 11.75 6.25 -- 22 Segment 1 --18.25 21.25 3.00 2.75 2.67 - 22 Opening 1 --21.25 26.75 5.50 --5.00 22 Segment 2 --26.75 30.00 3.25 3.00 2.46 - 22 Line B Level 2 Line B 3 4.58 0.00 30.00 30.00 18.25 -8.00 -- Wall B-1 Seg 3 6.00 0.00 5.25 5.25 5.00 1.52 - 22 Wall B-2 FT 3 4.00 5.25 18.25 13.00 13.00 -- 22 Segment 1 --5.25 8.75 3.50 3.25 1.29 - -- Opening 1 --8.75 14.75 6.00 --4.50 -- Segment 2 --14.75 18.25 3.50 3.25 1.29 - -- Level 1 Line B 2 6.37 0.00 30.00 30.00 10.00 -9.00 -- Wall B-1 Seg 2 6.00 0.00 19.00 19.00 4.25 -- 22 Segment 1 --0.00 4.25 4.25 4.00 2.12 - 22 Opening 1 --4.25 16.75 12.50 --5.00 2 2 4 Page 34 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Segment 2 --16.75 19.00 2.25 -4.00 -2 2 Wall B-2 Seg 2 7.00 19.00 30.00 11.00 5.75 -- 22 Segment 1 --19.00 20.00 1.00 -9.00 - 22 Opening 1 --20.00 24.25 4.25 --5.00 22 Segment 2 --24.25 30.00 5.75 5.50 1.57 - 22 Line C Level 1 Line C Seg 1 26.00 0.00 30.00 30.00 12.50 -9.00 -- Wall C-1 Seg 1 26.00 2.75 15.50 12.75 12.50 0.71 - 22 Line D Level 2 Line D 1 49.00 0.00 30.00 30.00 19.00 -8.00 -- Wall D-1 Seg 1 49.00 0.00 30.00 30.00 19.00 -- 22 Segment 1 --0.00 5.50 5.50 5.25 1.45 - 22 Opening 1 --5.50 11.50 6.00 --5.00 22 Segment 2 --11.50 25.00 13.50 13.25 0.59 - 22 Opening 2 --25.00 29.00 4.00 --5.00 22 Segment 3 --29.00 30.00 1.00 -8.00 - 22 Level 1 Line D 1 47.00 0.00 30.00 30.00 16.00 -9.00 -- Wall D-1 Seg 1 47.00 0.00 30.00 30.00 16.00 -- 22 Segment 1 --0.00 7.75 7.75 7.50 1.16 - 22 Opening 1 --7.75 13.75 6.00 --5.00 22 Segment 2 --13.75 18.75 5.00 4.75 1.80 - 22 Opening 2 --18.75 26.75 8.00 --5.00 22 Segment 3 --26.75 30.00 3.25 3.00 2.77 - 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 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 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 0.00 4.00 32.0 Block 1 WWall 1 W->EWind Line 0.00 4.00 43.4 Block 1 WWall 1 W->EWind Line 4.00 6.00 43.4 Block 1 WWall MinW->EWind Line 4.00 6.00 32.0 Block 1 WWall 1 W->EWind Line 6.00 49.00 43.4 Block 1 WL Gable 1 W->EWind Line 6.00 27.50 0.0 106.1 Block 1 WWall MinW->EWind Line 6.00 49.00 32.0 Block 1 WL Gable MinW->EWind Line 6.00 27.50 0.0 73.0 Block 1 WR Gable MinW->EWind Line 27.50 49.00 73.0 0.0 Block 1 WR Gable 1 W->EWind Line 27.50 49.00 106.1 0.0 Block 1 EWall 1 W->E Lee Line 0.00 49.00 29.6 Block 1 EWall MinW->E Lee Line 0.00 49.00 32.0 Block 1 EL Gable MinW->E Lee Line 6.00 27.50 0.0 73.0 Block 1 EL Gable 1 W->E Lee Line 6.00 27.50 0.0 67.6 Block 1 ER Gable 1 W->E Lee Line 27.50 49.00 67.6 0.0 Block 1 ER Gable MinW->E Lee Line 27.50 49.00 73.0 0.0 Block 1 WWall 1 E->W Lee Line 0.00 4.00 29.6 Block 1 WWall MinE->W Lee Line 0.00 4.00 32.0 Block 1 WWall 1 E->W Lee Line 4.00 6.00 29.6 Block 1 WWall MinE->W Lee Line 4.00 6.00 32.0 Block 1 WWall MinE->W Lee Line 6.00 49.00 32.0 Block 1 WL Gable MinE->W Lee Line 6.00 27.50 0.0 73.0 Block 1 WL Gable 1 E->W Lee Line 6.00 27.50 0.0 67.6 Block 1 WWall 1 E->W Lee Line 6.00 49.00 29.6 Block 1 WR Gable MinE->W Lee Line 27.50 49.00 73.0 0.0 Block 1 WR Gable 1 E->W Lee Line 27.50 49.00 67.6 0.0 Block 1 EWall 1 E->WWind Line 0.00 49.00 43.4 Block 1 EWall MinE->WWind Line 0.00 49.00 32.0 Block 1 EL Gable 1 E->WWind Line 6.00 27.50 0.0 106.1 Block 1 EL Gable MinE->WWind Line 6.00 27.50 0.0 73.0 Block 1 ER Gable 1 E->WWind Line 27.50 49.00 106.1 0.0 Block 1 ER Gable MinE->WWind Line 27.50 49.00 73.0 0.0 Block 1 SRoof 1 S->NWind Line -1.00 31.00 13.1 Block 1 SRoof MinS->NWind Line -1.00 31.00 38.2 Block 1 SWall MinS->NWind Line 0.00 5.25 32.0 Block 1 SWall 1 S->NWind Line 0.00 5.25 43.4 Block 1 SWall MinS->NWind Line 5.25 18.25 32.0 Block 1 SWall 1 S->NWind Line 5.25 18.25 43.4 Block 1 SWall 1 S->NWind Line 18.25 30.00 43.4 Block 1 SWall MinS->NWind Line 18.25 30.00 32.0 Block 1 NRoof MinS->N Lee Line -1.00 31.00 38.2 Block 1 NRoof 1 S->N Lee Line -1.00 31.00 84.9 Block 1 NWall 1 S->N Lee Line 0.00 30.00 24.5 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 SRoof MinN->S Lee Line -1.00 31.00 38.2 Block 1 SRoof 1 N->S Lee Line -1.00 31.00 84.9 Block 1 SWall 1 N->S Lee Line 0.00 5.25 24.5 Block 1 SWall MinN->S Lee Line 0.00 5.25 32.0 Block 1 SWall 1 N->S Lee Line 5.25 18.25 24.5 Block 1 SWall MinN->S Lee Line 5.25 18.25 32.0 Block 1 SWall 1 N->S Lee Line 18.25 30.00 24.5 Block 1 SWall MinN->S Lee Line 18.25 30.00 32.0 Block 1 NRoof MinN->SWind Line -1.00 31.00 38.2 Block 1 NRoof 1 N->SWind Line -1.00 31.00 13.1 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 MinW->EWind Line 4.00 4.80 27.3 Block 2 WCtr Roof 1 W->EWind Line 4.00 4.80 9.5 Block 2 WR Roof MinW->EWind Line 4.80 20.85 27.3 0.0 Block 2 WR Roof 1 W->EWind Line 4.80 20.85 9.5 0.0 Block 2 ECtr Roof MinW->E Lee Line 4.00 4.80 27.3 Block 2 ECtr Roof 1 W->E Lee Line 4.00 4.80 59.6 Block 2 ER Roof 1 W->E Lee Line 4.80 20.85 59.6 0.0 Block 2 ER Roof MinW->E Lee Line 4.80 20.85 27.3 0.0 Block 2 WCtr Roof 1 E->W Lee Line 4.00 4.80 59.6 Block 2 WCtr Roof MinE->W Lee Line 4.00 4.80 27.3 Block 2 WR Roof 1 E->W Lee Line 4.80 20.85 59.6 0.0 Block 2 W R Roof Min E->W Lee Line 4.80 20.85 27.3 0.0 6 Page 36 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 E Ctr Roof Min E->W Wind Line 4.00 4.80 27.3 Block 2 ECtr Roof 1 E->WWind Line 4.00 4.80 9.5 Block 2 ER Roof 1 E->WWind Line 4.80 20.85 9.5 0.0 Block 2 ER Roof MinE->WWind Line 4.80 20.85 27.3 0.0 Block 2 SL Gable 1 S->NWind Line 5.25 17.63 0.0 72.5 Block 2 SL Gable MinS->NWind Line 5.25 17.63 0.0 50.4 Block 2 SR Gable MinS->NWind Line 17.62 30.00 50.4 0.0 Block 2 SR Gable 1 S->NWind Line 17.62 30.00 72.5 0.0 Block 2 SL Gable 1 N->S Lee Line 5.25 17.63 0.0 45.9 Block 2 SL Gable MinN->S Lee Line 5.25 17.63 0.0 50.4 Block 2 SR Gable 1 N->S Lee Line 17.62 30.00 45.9 0.0 Block 2 SR Gable MinN->S Lee Line 17.62 30.00 50.4 0.0 Block 3 WRoof MinW->EWind Line -1.00 5.00 14.0 Block 3 WRoof 1 W->EWind Line -1.00 5.00 4.0 Block 3 ERoof 1 W->E Lee Line -1.00 5.00 30.0 Block 3 ERoof MinW->E Lee Line -1.00 5.00 14.0 Block 3 WRoof MinE->W Lee Line -1.00 5.00 14.0 Block 3 WRoof 1 E->W Lee Line -1.00 5.00 30.0 Block 3 ERoof MinE->WWind Line -1.00 5.00 14.0 Block 3 ERoof 1 E->WWind Line -1.00 5.00 4.0 Block 3 SL Gable MinS->NWind Line 18.25 24.13 0.0 23.9 Block 3 SL Gable 1 S->NWind Line 18.25 24.13 0.0 33.9 Block 3 SR Gable 1 S->NWind Line 24.13 30.00 33.9 0.0 Block 3 SR Gable MinS->NWind Line 24.13 30.00 23.9 0.0 Block 3 SL Gable MinN->S Lee Line 18.25 24.13 0.0 23.9 Block 3 SL Gable 1 N->S Lee Line 18.25 24.13 0.0 21.3 Block 3 SR Gable 1 N->S Lee Line 24.13 30.00 21.3 0.0 Block 3 SR Gable MinN->S Lee Line 24.13 30.00 23.9 0.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall MinW->EWind Line 0.00 4.00 32.0 Block 1 WWall 1 W->EWind Line 0.00 4.00 41.3 Block 1 WWall MinW->EWind Line 4.00 6.00 32.0 Block 1 WWall 1 W->EWind Line 4.00 6.00 41.3 Block 1 WWall 1 W->EWind Line 6.00 47.00 61.7 Block 1 WWall 1 W->EWind Line 6.00 49.00 41.3 Block 1 WWall MinW->EWind Line 6.00 49.00 32.0 Block 1 WWall MinW->EWind Line 6.00 47.00 48.0 Block 1 EWall 1 W->E Lee Line 0.00 49.00 29.6 Block 1 EWall MinW->E Lee Line 0.00 49.00 32.0 Block 1 EWall MinW->E Lee Line 6.00 7.00 48.0 Block 1 EWall 1 W->E Lee Line 6.00 7.00 44.4 Block 1 EWall 1 W->E Lee Line 7.00 47.00 44.4 Block 1 EWall MinW->E Lee Line 7.00 47.00 48.0 Block 1 WWall MinE->W Lee Line 0.00 4.00 32.0 Block 1 WWall 1 E->W Lee Line 0.00 4.00 29.6 Block 1 WWall MinE->W Lee Line 4.00 6.00 32.0 Block 1 WWall 1 E->W Lee Line 4.00 6.00 29.6 Block 1 WWall 1 E->W Lee Line 6.00 47.00 44.4 Block 1 WWall 1 E->W Lee Line 6.00 49.00 29.6 Block 1 WWall MinE->W Lee Line 6.00 49.00 32.0 Block 1 WWall MinE->W Lee Line 6.00 47.00 48.0 Block 1 EWall MinE->WWind Line 0.00 49.00 32.0 Block 1 EWall 1 E->WWind Line 0.00 49.00 41.3 Block 1 EWall MinE->WWind Line 6.00 7.00 48.0 Block 1 EWall 1 E->WWind Line 6.00 7.00 61.7 Block 1 EWall 1 E->WWind Line 7.00 47.00 61.7 Block 1 EWall MinE->WWind Line 7.00 47.00 48.0 Block 1 SWall 1 S->NWind Line 0.00 5.25 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 5.25 32.0 Block 1 SWall 1 S->NWind Line 5.25 18.25 41.3 Block 1 SWall MinS->NWind Line 5.25 18.25 32.0 Block 1 SWall MinS->NWind Line 18.25 30.00 32.0 Block 1 SWall 1 S->NWind Line 18.25 30.00 41.3 Block 1 SWall MinS->NWind Line 19.00 30.00 48.0 Block 1 SWall 1 S->NWind Line 19.00 30.00 61.7 Block 1 NWall MinS->N Lee Line 0.00 30.00 32.0 Block 1 N Wall 1 S->N Lee Line 0.00 30.00 36.7 7 Page 37 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 N Wall 1 S->N Lee Line 0.00 30.00 24.5 Block 1 NWall MinS->N Lee Line 0.00 30.00 48.0 Block 1 SWall MinN->S Lee Line 0.00 5.25 32.0 Block 1 SWall 1 N->S Lee Line 0.00 19.00 36.7 Block 1 SWall 1 N->S Lee Line 0.00 5.25 24.5 Block 1 SWall MinN->S Lee Line 0.00 19.00 48.0 Block 1 SWall MinN->S Lee Line 5.25 18.25 32.0 Block 1 SWall 1 N->S Lee Line 5.25 18.25 24.5 Block 1 SWall MinN->S Lee Line 18.25 30.00 32.0 Block 1 SWall 1 N->S Lee Line 18.25 30.00 24.5 Block 1 SWall 1 N->S Lee Line 19.00 30.00 36.7 Block 1 SWall MinN->S Lee Line 19.00 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 30.00 61.7 Block 1 NWall MinN->SWind Line 0.00 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 38 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 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 5.00 50.00 240.0 240.0 E-W Roof Block 1 4 Line 5.00 50.00 240.0 240.0 E-W Roof Block 2 2 Line 4.00 6.00 200.6 200.6 E-W Roof Block 2 4 Line 4.00 6.00 200.6 200.6 E-W Roof Block 3 Line -1.00 5.00 103.1 103.1 E-W Roof Block 3 4 Line -1.00 5.00 103.1 103.1 E-W R Gable Block 1 1 Line 6.00 27.50 91.3 0.0 E-W L Gable Block 1 1 Line 27.50 49.00 0.0 91.3 E-W L Gable Block 1 4 Line 6.00 27.50 91.3 0.0 E-W R Gable Block 1 4 Line 27.50 49.00 0.0 91.3 N-S Roof Block 1 Line -1.00 31.00 337.5 337.5 N-S Roof Block 1 Line -1.00 31.00 337.5 337.5 N-S Roof Block 2 Line 4.25 31.00 22.5 22.5 N-S Roof Block 2 Line 4.25 31.00 7.5 7.5 N-S Roof Block 3 A Line 17.25 31.00 52.5 52.5 N-S Roof Block 3 Line 17.25 31.00 37.5 37.5 N-S L Gable Block 2 Line 5.25 17.63 63.1 0.0 N-S R Gable Block 2 Line 17.63 30.00 0.0 63.1 N-S L Gable Block 3 A Line 18.25 24.13 29.9 0.0 N-S R Gable Block 3 A Line 24.13 30.00 0.0 29.9 BothWall 1-1 n/a 1 Line 6.00 49.00 40.0 40.0 BothWall 2-1 n/a 2 Line 4.00 6.00 40.0 40.0 BothWall 3-1 n/a Line 0.00 4.00 40.0 40.0 BothWall 4-1 n/a 4 Line 0.00 49.00 40.0 40.0 BothWall A-1 n/a A Line 18.25 30.00 40.0 40.0 BothWall B-2 n/a B Line 5.25 18.25 40.0 40.0 BothWall B-1 n/a Line 0.00 5.25 40.0 40.0 BothWall D-1 n/a Line 0.00 30.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Floor F1 n/a 1 Line 6.00 7.00 114.0 114.0 BothWall 1-1 n/a 1 Line 6.00 49.00 40.0 40.0 E-W Floor F2 n/a 1 Line 7.00 47.00 180.0 180.0 BothWall 2-1 n/a 2 Line 4.00 6.00 40.0 40.0 BothWall 3-1 n/a Line 0.00 4.00 40.0 40.0 E-W Floor F1 n/a 3 Line 6.00 7.00 114.0 114.0 BothWall 4-1 n/a 4 Line 0.00 49.00 40.0 40.0 E-W Floor F2 n/a 4 Line 7.00 47.00 180.0 180.0 BothWall A-1 n/a A Line 18.25 30.00 40.0 40.0 BothWall B-2 n/a B Line 5.25 18.25 40.0 40.0 BothWall B-1 n/a Line 0.00 5.25 40.0 40.0 N-S Floor F1 n/a Line 0.00 19.00 246.0 246.0 N-S Floor F2 n/a Line 19.00 30.00 240.0 240.0 N-S Floor F1 n/a D Line 0.00 19.00 246.0 246.0 N-S Floor F2 n/a D Line 19.00 30.00 240.0 240.0 BothWall D-1 n/a Line 0.00 30.00 40.0 40.0 BothWall 1-1 n/a 1 Line 6.00 47.00 45.0 45.0 BothWall 3-1 n/a 3 Line 6.00 7.00 45.0 45.0 BothWall 4-1 n/a 4 Line 7.00 47.00 45.0 45.0 BothWall B-1 n/a Line 0.00 19.00 45.0 45.0 BothWall B-2 n/a Line 19.00 30.00 45.0 45.0 BothWall C-1 n/a C Line 2.75 15.50 27.0 27.0 BothWall D-1 n/a D Line 0.00 30.00 45.0 45.0 Legend: 9 Page 39 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 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 40 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line -1.00 0.00 39.2 39.2 E-W Point 0.00 0.00 123 123 E-W Line 0.00 4.00 54.5 54.5 E-W Point 4.00 4.00 99 99 E-W Line 4.00 5.00 130.8 130.8 E-W Point 5.00 5.00 148 148 E-W Line 5.00 6.00 182.9 182.9 E-W Point 6.00 6.00 40 40 E-W Line 6.00 27.50 106.6 141.3 E-W Line 27.50 49.00 141.3 106.6 E-W Point 49.00 49.00 228 228 E-W Line 49.00 50.00 91.3 91.3 N-S Line -1.00 0.00 128.4 128.4 N-S Point 0.00 0.00 701 701 N-S Line 0.00 4.25 143.7 143.7 N-S Line 4.25 5.25 149.4 149.4 N-S Point 5.25 5.25 15 15 N-S Line 5.25 17.25 149.4 161.0 N-S Line 17.25 17.63 178.1 178.5 N-S Line 17.63 18.25 178.5 177.9 N-S Point 18.25 18.25 30 30 N-S Line 18.25 24.13 177.9 177.9 N-S Line 24.13 30.00 177.9 166.5 N-S Point 30.00 30.00 746 746 N-S Line 30.00 31.00 151.3 151.3 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 51 51 E-W Point 0.00 0.00 302 302 E-W Line 0.00 4.00 8.6 8.6 E-W Point 4.00 4.00 56 56 E-W Line 4.00 6.00 8.6 8.6 E-W Point 6.00 6.00 115 115 E-W Line 6.00 7.00 43.0 43.0 E-W Point 7.00 7.00 53 53 E-W Line 7.00 47.00 57.2 57.2 E-W Point 26.00 26.00 37 37 E-W Point 47.00 47.00 146 146 E-W Line 47.00 49.00 8.6 8.6 E-W Point 49.00 49.00 130 130 N-S Point 0.00 0.00 385 385 N-S Line 0.00 2.75 71.5 71.5 N-S Line 2.75 5.25 74.4 74.4 N-S Point 5.25 5.25 9 9 N-S Line 5.25 15.50 74.4 74.4 N-S Line 15.50 18.25 71.5 71.5 N-S Point 18.25 18.25 17 17 N-S Line 18.25 19.00 71.5 71.5 N-S Point 19.00 19.00 5 5 N-S Line 19.00 30.00 70.2 70.2 N-S Point 30.00 30.00 406 406 Legend: Loads in tablecanbeaccumulationof loads fromseveralbuildingmasses,so theydonotcorrespondwith aparticularbuildingelement. Location-Startandendof load indirectionperpendicular toseismic forcedirection Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.70andredundancy factor toseismic loadsbeforedistributing them to theshearlines. 11 Page 41 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 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). 12 Page 42 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 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 - - 1796 - - - 339 - - 11032 - -N->S - - 1706 - - - 339 - - 11032 - Wall1-1 1 S->N - - 1796 -1.0 - 339 - - 11032 - 1 N->S - - 1706 -1.0 - 339 - - 11032 - Seg. 1 -S->N 55.3 - 760 -1.0 - 339 -339 4667 0.16 -N->S 52.5 - 722 -1.0 - 339 -339 4667 0.15 Seg. 2 -S->N 55.3 - 525 -1.0 - 339 -339 3225 0.16 -N->S 52.5 - 499 -1.0 - 339 -339 3225 0.15 Seg. 3 -S->N 55.3 - 511 -1.0 - 339 -339 3140 0.16 -N->S 52.5 - 486 -1.0 - 339 -339 3140 0.15 Seg. 4 -Both 0.0 - 0 -1.0 - 339 -339 - - Level 1 Ln1,Lev1 -S->N - - 3274 - - - 339 - - 11541 - -N->S - - 3184 - - - 339 - - 11541 - Wall1-1 1 S->N - - 3274 -1.0 - 339 - - 11541 - 1 N->S - - 3184 -1.0 - 339 - - 11541 - Seg. 1 -S->N 96.3 - 1396 -1.0 - 339 -339 4922 0.28 -N->S 93.7 - 1358 -1.0 - 339 -339 4922 0.28 Seg. 2 -S->N 96.3 - 770 -1.0 - 339 -339 2716 0.28 -N->S 93.7 - 749 -1.0 - 339 -339 2716 0.28 Seg. 3 -S->N 96.3 - 1108 -1.0 - 339 -339 3904 0.28 -N->S 93.7 - 1077 -1.0 - 339 -339 3904 0.28 Line 4 Level 2 Ln4,Lev2 -S->N - - 1963 - - - 339 - - 10608 - -N->S - - 1812 - - - 339 - - 10608 - Wall4-1 1 S->N - - 1963 -1.0 - 339 - - 10608 - 1 N->S - - 1812 -1.0 - 339 - - 10608 - Seg. 1 -S->N 62.8 - 785 -1.0 - 339 -339 4243 0.19 -N->S 58.0 - 725 -1.0 - 339 -339 4243 0.17 Seg. 2 -S->N 62.8 - 298 -1.0 - 339 -339 1612 0.19 -N->S 58.0 - 275 -1.0 - 339 -339 1612 0.17 Seg. 3 -S->N 62.8 - 880 -1.0 - 339 -339 4752 0.19 -N->S 58.0 - 812 -1.0 - 339 -339 4752 0.17 Seg. 4 -Both 0.0 - 0 -1.0 - 339 -339 - - Level 1 Ln4,Lev1 -S->N - - 3441 - - - 339 - - 9844 - -N->S - - 3290 - - - 339 - - 9844 - Wall4-1 1 S->N - - 3441 -1.0 - 339 - - 9844 - 1 N->S - - 3290 -1.0 - 339 - - 9844 - Seg. 1 -S->N 118.7 - 653 -1.0 - 339 -339 1867 0.35 -N->S 113.4 - 624 -1.0 - 339 -339 1867 0.33 Seg. 2 -S->N 118.7 - 2789 -1.0 - 339 -339 7977 0.35 -N->S 113.4 - 2666 -1.0 - 339 -339 7977 0.33 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 - - 169 - - - 339 - - 1660 - WallA-1 1 Both - - 169 -1.0 - 339 - - 1660 - Seg. 1 -Both 25.9 - 78 -.75 - 255 -255 764 0.10 Seg. 2 -Both 28.0 - 91 -.81 - 276 -276 896 0.10 Line B LnB,Lev2 -Both - - 2535 - - - 495 - - 9038 - WallB-1 3 Both 138.9 - 729 -1.0 - 495 -495 2600 0.28 WallB-2 3 Both - - 1805 -1.0 - 495 - - 6438 - Seg. 1 -Both 257.9 -14.2 903 -1.0 - 495 -495 1733 0.52 Open. 1 -Both -317.4 1905 - - - 495 -495 2971 0.64 Seg. 2 -Both 257.9 -14.2 903 -1.0 - 495 -495 1733 0.52 Level 1 LnB,Lev1 -Both - - 4040 - - - 637 - - 6220 - WallB-1 2 Both - - 1661 -1.0 - 637 - - 2557 - Seg. 1 -Both 390.8 - 1661 - .94 - 602 - 602 2557 0.65 13 Page 43 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 SHEARRESULTS(flexiblewinddesign,continued) Seg. 2 -Both 0.0 - 0 - 1.0 - 637 - 637 - - WallB-2 2 Both - - 2379 -1.0 - 637 - - 3663 - Seg. 1 -Both 0.0 - 0 -1.0 - 637 -637 - - Seg. 2 -Both 413.8 - 2379 -1.0 - 637 -637 3663 0.65 Line C LnC,Lev1 -Both - - 2158 - - - 339 - - 4328 - WallC-1 1 Both 169.3 - 2158 -1.0 - 339 -339 4328 0.50 Line D Level 2 LnD,Lev2 -Both - - 2171 - - - 339 - - 6450 - WallD-1 1 Both - - 2171 -1.0 - 339 - - 6450 - Seg. 1 -Both 114.2 - 628 -1.0 - 339 -339 1867 0.34 Seg. 2 -Both 114.2 - 1542 -1.0 - 339 -339 4583 0.34 Seg. 3 -Both 0.0 - 0 -1.0 - 339 -339 - - Level 1 LnD,Lev1 -Both - - 3371 - - - 339 - - 5125 - WallD-1 1 Both - - 3371 -1.0 - 339 - - 5125 - Seg. 1 -Both 223.3 - 1731 -1.0 - 339 -339 2631 0.66 Seg. 2 -Both 223.3 - 1116 -1.0 - 339 -339 1697 0.66 Seg. 3 -Both 161.3 - 524 -.72 - 245 -245 797 0.66 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir-Directionofwind forcealongshearline. v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 FTAOwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factoredshear force.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwallsissum bi / FHS from4.3.5.6with bi defined in 4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshown isAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityof interiorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,also include unblocked factorCubandaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."S" indicates that theseismicdesigncriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 14 Page 44 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 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 6.13 1 1497 1497 STHD14 (8" S 3815 0.39 V Elem 0.00 19.63 1 584 584 Refer to upper level 1-1 L Op 1 0.00 20.37 1 858 858 LIMIT w/o 1500 0.57 1-1 R Op 1 0.00 23.63 1 895 895 LIMIT w/o 1500 0.60 V Elem 0.00 24.88 1 906 906 Refer to upper level 1-1 L Op 2 0.00 31.38 1 1166 1166 LIMIT w/o 1500 0.78 1-1 R Op 2 0.00 35.63 1 291 291 LIMIT w/o 1500 0.19 V Elem 0.00 36.37 1 650 650 Refer to upper level V Elem 0.00 45.38 1 618 618 Refer to upper level 1-1 R End 0.00 46.88 1 862 862 LIMIT w/o 1500 0.57 Line 4 V Elem 30.00 0.12 1 558 558 Refer to upper level 4-1 L End 30.00 7.13 1 1119 1119 LIMIT w/o 1500 0.75 4-1 L Op 1 30.00 12.38 1 1585 1585 STHD14 (8" S 3815 0.42 4-1 R Op 1 30.00 23.63 1 2167 2167 STHD14 (8" S 3815 0.57 V Elem 30.00 28.13 1 1004 1004 Refer to upper level V Elem 30.00 30.38 1 831 831 Refer to upper level V Elem 30.00 44.13 1 767 767 Refer to upper level 4-1 R End 30.00 46.88 1 1032 1032 LIMIT w/o 1500 0.69 Line A V Elem 18.38 0.00 1 247 247 Refer to upper level V Elem 21.13 0.00 1 247 247 Refer to upper level V Elem 26.88 0.00 1 268 268 Refer to upper level V Elem 29.88 0.00 1 268 268 Refer to upper level Line B B-1 L End 0.12 6.00 1 4904 4904 N/A 30000 0.16 B-1 L Op 1 4.13 6.00 1 4822 4822 N/A 30000 0.16 V Elem 5.38 6.00 1 1133 1133 Refer to upper level V Elem 16.88 6.00 1 82 82 Refer to upper level V Elem 18.13 6.00 1 1133 1133 Refer to upper level B-2 R Op 1 24.38 7.00 1 3893 3893 STHD14 (8" S 5285 0.74 B-2 R End 29.88 7.00 1 3893 3893 STHD14 (8" S 5285 0.74 Line C C-1 L End 2.88 26.00 1 1554 1554 STHD14 (8" S 3815 0.41 C-1 R End 15.38 26.00 1 1554 1554 STHD14 (8" S 3815 0.41 Line D D-1 L End 0.12 47.00 1 3034 3034 STHD14 (8" S 3815 0.80 V Elem 5.38 47.00 1 957 957 Refer to upper level D-1 L Op 1 7.63 47.00 1 2077 2077 STHD14 (8" S 3815 0.54 V Elem 11.63 47.00 1 931 931 Refer to upper level D-1 R Op 1 13.88 47.00 1 2115 2115 STHD14 (8" S 3815 0.55 D-1 L Op 2 18.63 47.00 1 2115 2115 STHD14 (8" S 3815 0.55 V Elem 24.88 47.00 1 931 931 Refer to upper level D-1 R Op 2 26.88 47.00 1 1572 1572 STHD14 (8" S 3815 0.41 D-1 R End 29.88 47.00 1 1572 1572 STHD14 (8" S 3815 0.41 Level 2 TensileHold-down Line-Location[ft]Load orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 6.13 1 615 615 LIMIT w/o 1500 0.41 1-1 L Op 1 0.00 19.63 1 584 584 LIMIT w/o 1500 0.39 1-1 R Op 1 0.00 24.88 1 906 906 LIMIT w/o 1500 0.60 1-1 L Op 2 0.00 34.13 1 861 861 LIMIT w/o 1500 0.57 1-1 R Op 2 0.00 36.37 1 650 650 LIMIT w/o 1500 0.43 1-1 L Op 3 0.00 45.38 1 618 618 LIMIT w/o 1500 0.41 Line 4 4-1 L End 30.00 0.12 1 558 558 LIMIT w/o 1500 0.37 4-1 L Op 1 30.00 12.38 1 515 515 LIMIT w/o 1500 0.34 4-1 R Op 1 30.00 23.63 1 1087 1087 LIMIT w/o 1500 0.72 4-1 L Op 2 30.00 28.13 1 1004 1004 LIMIT w/o 1500 0.67 4-1 R Op 2 30.00 30.38 1 831 831 LIMIT w/o 1500 0.55 4-1 L Op 3 30.00 44.13 1 767 767 LIMIT w/o 1500 0.51 Line A A-1 L End 18.38 0.00 1 247 247 LIMIT w/o 1500 0.16 A-1 L Op 1 21.13 0.00 1 247 247 LIMIT w/o 1500 0.16 A-1 R Op 1 26.88 0.00 1 268 268 LIMIT w/o 1500 0.18 A-1 R End 29.88 0.00 1 268 268 LIMIT w/o 1500 0.18 Line B 15 Page 45 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 Hold-DownandCompressionDesign(flexiblewinddesign,continued) B-1 L End 0.12 6.00 1 1167 1167 LIMIT w/o 1500 0.78 B-1 R End 5.13 6.00 1 1167 1167 LIMIT w/o 1500 0.78 B-2 L End 5.38 4.00 1 1133 1133 LIMIT w/o 1500 0.76 B-2 R End 18.13 4.00 1 1133 1133 LIMIT w/o 1500 0.76 Line D D-1 L End 0.12 49.00 1 957 957 LIMIT w/o 1500 0.64 D-1 L Op 1 5.38 49.00 1 957 957 LIMIT w/o 1500 0.64 D-1 R Op 1 11.63 49.00 1 931 931 LIMIT w/o 1500 0.62 D-1 L Op 2 24.88 49.00 1 931 931 LIMIT w/o 1500 0.62 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. 16 Page 46 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 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 20.50 238 -232 1-1 Right Opening 1 0.00 23.50 -1 1 1-1 Left Opening 2 0.00 31.50 130 -127 1-1 Right Opening 2 0.00 35.50 -189 184 Line 4 4-1 Left Opening 1 30.00 12.50 179 -172 4-1 Right Opening 1 30.00 23.50 -767 733 Line B B-1 Left Opening 1 4.25 6.00 1089-1089 B-2 Right Opening 1 24.25 7.00 -1605 1605 Line C C-1 Left Wall End 2.75 26.00 -198 198 C-1 Right Wall End 15.50 26.00 1043-1043 Line D D-1 Left Opening 1 7.75 47.00 860 -860 D-1 Right Opening 1 13.75 47.00 185 -185 D-1 Left Opening 2 18.75 47.00 740 -740 D-1 Right Opening 2 26.75 47.00 -159 159 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 19.75 186 -176 1-1 Right Opening 1 0.00 24.75 -23 22 1-1 Left Opening 2 0.00 34.25 105 -100 1-1 Right Opening 2 0.00 36.25 21 -20 1-1 Left Opening 3 0.00 45.50 146 -139 Line 4 4-1 Left Opening 1 30.00 12.50 284 -263 4-1 Right Opening 1 30.00 23.50 -156 144 4-1 Left Opening 2 30.00 28.25 -48 44 4-1 Right Opening 2 30.00 30.25 -128 118 4-1 Left Opening 3 30.00 44.25 190 -176 Line A A-1 Left Opening 1 21.25 0.00 35 -35 A-1 Right Opening 1 26.75 0.00 -44 44 Line B B-2 Left Opening 1 8.75 4.00 -60 60 B-2 Right Opening 1 14.75 4.00 1338-1338 B-2 Right Wall End 18.25 4.00 993 -993 B-2 Left Opening 1 8.75 4.00 952 952 B-2 Right Opening 1 14.75 4.00 952 952 Line D D-1 Left Opening 1 5.50 49.00 230 -230 D-1 Right Opening 1 11.50 49.00 -204 204 D-1 Left Opening 2 25.00 49.00 362 -362 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 17 Page 47 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 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 34840 1386.5 4641 4641 12248 15457 5892 5892 5892 5892 1 27682 1219.0 2093 2093 11195 15275 4682 5210 4682 4682 All 62523 -6733 6733 - - - - - - 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 = 0.988,butV1 / Vr1 = 0.441,so theweakstory ispermitted. 18 Page 48 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 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 - - 2230 - - - 242 - - 7880 - Wall1-1 1 Both - - 2230 -1.0 - 242 - - 7880 - Seg. 1 -Both 68.6 - 943 -1.0 - 242 -242 3334 0.28 Seg. 2 -Both 68.6 - 652 -1.0 - 242 -242 2303 0.28 Seg. 3 -Both 68.6 - 635 -1.0 - 242 -242 2243 0.28 Seg. 4 -Both 0.0 - 0 -1.0 - 242 -242 - - Level 1 Ln1,Lev1 -Both - - 3277 - - - 242 - - 8244 - Wall1-1 1 Both - - 3277 -1.0 - 242 - - 8244 - Seg. 1 -Both 96.4 - 1398 -1.0 - 242 -242 3516 0.40 Seg. 2 -Both 96.4 - 771 -1.0 - 242 -242 1940 0.40 Seg. 3 -Both 96.4 - 1109 -1.0 - 242 -242 2788 0.40 Line 4 Level 2 Ln4,Lev2 -Both - - 2411 - - - 242 - - 7577 - Wall4-1 1 Both - - 2411 -1.0 - 242 - - 7577 - Seg. 1 -Both 77.1 - 964 -1.0 - 242 -242 3031 0.32 Seg. 2 -Both 77.1 - 366 -1.0 - 242 -242 1152 0.32 Seg. 3 -Both 77.1 - 1080 -1.0 - 242 -242 3395 0.32 Seg. 4 -Both 0.0 - 0 -1.0 - 242 -242 - - Level 1 Ln4,Lev1 -Both - - 3456 - - - 242 - - 7031 - Wall4-1 1 Both - - 3456 -1.0 - 242 - - 7031 - Seg. 1 -Both 119.2 - 655 -1.0 - 242 -242 1334 0.49 Seg. 2 -Both 119.2 - 2800 -1.0 - 242 -242 5698 0.49 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 - - 211 - - - 242 - - 1186 - WallA-1 1 Both - - 211 -1.0 - 242 - - 1186 - Seg. 1 -Both 32.4 - 97 -.75 - 182 -182 546 0.18 Seg. 2 -Both 35.1 - 114 -.81 - 197 -197 640 0.18 Line B LnB,Lev2 -Both - - 2276 - - - 354 - - 6456 - WallB-1 3^Both 124.7 - 655 -1.0 - 354 -354 1857 0.35 WallB-2 3^Both - - 1621 -1.0 - 354 - - 4599 - Seg. 1 -Both 231.6 -12.7 811 -1.0 - 354 -354 1238 0.65 Open. 1 -Both -285.0 1710 - - - 354 -354 2122 0.81 Seg. 2 -Both 231.6 -12.7 811 -1.0 - 354 -354 1238 0.65 Level 1 LnB,Lev1 -Both - - 3113 - - - 455 - - 4443 - WallB-1 2^Both - - 1280 -1.0 - 455 - - 1826 - Seg. 1 -Both 301.1 - 1280 -.94 - 430 -430 1826 0.70 Seg. 2 -Both 0.0 - 0 -1.0 - 455 -455 - - WallB-2 2^Both - - 1833 -1.0 - 455 - - 2616 - Seg. 1 -Both 0.0 - 0 -1.0 - 455 -455 - - Seg. 2 -Both 318.8 - 1833 -1.0 - 455 -455 2616 0.70 Line C LnC,Lev1 -Both - - 841 - - - 242 - - 3091 - WallC-1 1 Both 66.0 - 841 -1.0 - 242 -242 3091 0.27 Line D Level 2 LnD,Lev2 -Both - - 2153 - - - 242 - - 4607 - WallD-1 1 Both - - 2153 -1.0 - 242 - - 4607 - Seg. 1 -Both 113.3 - 623 -1.0 - 242 -242 1334 0.47 Seg. 2 -Both 113.3 - 1530 -1.0 - 242 -242 3273 0.47 Seg. 3 -Both 0.0 - 0 -1.0 - 242 -242 - - Level 1 LnD,Lev1 -Both - - 2779 - - - 242 - - 3661 - WallD-1 1^Both - - 2779 -1.0 - 242 - - 3661 - Seg. 1 -Both 184.1 - 1427 -1.0 - 242 -242 1879 0.76 Seg. 2 -Both 184.1 - 920 -1.0 - 242 -242 1212 0.76 Seg. 3 -Both 132.9 - 432 -.72 - 175 -175 569 0.76 Legend: 19 Page 49 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. v–Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.3.4 FTAOwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to thesepiers. V–ASD factoredshear force.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Unblockedwoodstructuralpanel factorCub fromSDPWS4.3.5.3orAspectRatio factor from4.3.5.5.1,which forperforatedwallsissum bi / FHS from4.3.5.6with bi defined in 4.3.3.4.Formulti-segmentwalls,wallrowshowsCubandsegmentrowsshowAsp.Forsingle-segmentwalls andperforatedwalls,valueshown isAsp forblockedwallsandCub forunblockedwalls. Int,Ext-Nominalunitshearcapacityof interiorandexteriorsheathing, factoredbyTable4.3-1Note3 for framingspecificgravityandNote10 for presenceofhold-downs.Forwallsegments,also include unblocked factorCubandaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-6. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,G = Stiffness-basedusingEqns.4.3-3,-4. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."W" indicates that thewind designcriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,1. 20 Page 50 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 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 6.13 1646 1646 STHD14 (8" S 3815 0.43 V Elem 0.00 19.63 763 763 Refer to upper level 1-1 L Op 1 0.00 20.37 883 883 LIMIT w/o 1500 0.59 1-1 R Op 1 0.00 23.63 896 896 LIMIT w/o 1500 0.60 V Elem 0.00 24.88 1125 1125 Refer to upper level 1-1 L Op 2 0.00 31.38 1282 1282 LIMIT w/o 1500 0.85 1-1 R Op 2 0.00 35.63 149 149 LIMIT w/o 1500 0.10 V Elem 0.00 36.37 807 807 Refer to upper level V Elem 0.00 45.38 807 807 Refer to upper level 1-1 R End 0.00 46.88 887 887 LIMIT w/o 1500 0.59 Line 4 V Elem 30.00 0.12 685 685 Refer to upper level 4-1 L End 30.00 7.13 1124 1124 LIMIT w/o 1500 0.75 4-1 L Op 1 30.00 12.38 1809 1809 STHD14 (8" S 3815 0.47 4-1 R Op 1 30.00 23.63 2419 2419 STHD14 (8" S 3815 0.63 V Elem 30.00 28.13 1335 1335 Refer to upper level V Elem 30.00 30.38 1020 1020 Refer to upper level V Elem 30.00 44.13 1020 1020 Refer to upper level 4-1 R End 30.00 46.88 1084 1084 LIMIT w/o 1500 0.72 Line A V Elem 18.38 0.00 310 310 Refer to upper level V Elem 21.13 0.00 310 310 Refer to upper level V Elem 26.88 0.00 336 336 Refer to upper level V Elem 29.88 0.00 336 336 Refer to upper level Line B B-1 L End 0.12 6.00 3927 3927 N/A 30000 0.13 B-1 L Op 1 4.13 6.00 3854 3854 N/A 30000 0.13 V Elem 5.38 6.00 1017 1017 Refer to upper level V Elem 16.88 6.00 73 73 Refer to upper level V Elem 18.13 6.00 1017 1017 Refer to upper level B-2 R Op 1 24.38 7.00 3000 3000 STHD14 (8" S 5285 0.57 B-2 R End 29.88 7.00 3000 3000 STHD14 (8" S 5285 0.57 Line C C-1 L End 2.88 26.00 606 606 STHD14 (8" S 3815 0.16 C-1 R End 15.38 26.00 606 606 STHD14 (8" S 3815 0.16 Line D D-1 L End 0.12 47.00 2662 2662 STHD14 (8" S 3815 0.70 V Elem 5.38 47.00 950 950 Refer to upper level D-1 L Op 1 7.63 47.00 1712 1712 STHD14 (8" S 3815 0.45 V Elem 11.63 47.00 924 924 Refer to upper level D-1 R Op 1 13.88 47.00 1744 1744 STHD14 (8" S 3815 0.46 D-1 L Op 2 18.63 47.00 1744 1744 STHD14 (8" S 3815 0.46 V Elem 24.88 47.00 924 924 Refer to upper level D-1 R Op 2 26.88 47.00 1296 1296 STHD14 (8" S 3815 0.34 D-1 R End 29.88 47.00 1296 1296 STHD14 (8" S 3815 0.34 Level 2 TensileHold-down Line-Location[ft]orCompressive StudForce[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 6.13 763 763 LIMIT w/o 1500 0.51 1-1 L Op 1 0.00 19.63 763 763 LIMIT w/o 1500 0.51 1-1 R Op 1 0.00 24.88 1125 1125 LIMIT w/o 1500 0.75 1-1 L Op 2 0.00 34.13 1125 1125 LIMIT w/o 1500 0.75 1-1 R Op 2 0.00 36.37 807 807 LIMIT w/o 1500 0.54 1-1 L Op 3 0.00 45.38 807 807 LIMIT w/o 1500 0.54 Line 4 4-1 L End 30.00 0.12 685 685 LIMIT w/o 1500 0.46 4-1 L Op 1 30.00 12.38 685 685 LIMIT w/o 1500 0.46 4-1 R Op 1 30.00 23.63 1335 1335 LIMIT w/o 1500 0.89 4-1 L Op 2 30.00 28.13 1335 1335 LIMIT w/o 1500 0.89 4-1 R Op 2 30.00 30.38 1020 1020 LIMIT w/o 1500 0.68 4-1 L Op 3 30.00 44.13 1020 1020 LIMIT w/o 1500 0.68 Line A A-1 L End 18.38 0.00 310 310 LIMIT w/o 1500 0.21 A-1 L Op 1 21.13 0.00 310 310 LIMIT w/o 1500 0.21 A-1 R Op 1 26.88 0.00 336 336 LIMIT w/o 1500 0.22 A-1 R End 29.88 0.00 336 336 LIMIT w/o 1500 0.22 Line B 21 Page 51 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 Hold-DownandCompressionDesign(flexibleseismicdesign,continued) B-1 L End 0.12 6.00 1048 1048 LIMIT w/o 1500 0.70 B-1 R End 5.13 6.00 1048 1048 LIMIT w/o 1500 0.70 B-2 L End 5.38 4.00 1017 1017 LIMIT w/o 1500 0.68 B-2 R End 18.13 4.00 1017 1017 LIMIT w/o 1500 0.68 Line D D-1 L End 0.12 49.00 950 950 LIMIT w/o 1500 0.63 D-1 L Op 1 5.38 49.00 950 950 LIMIT w/o 1500 0.63 D-1 R Op 1 11.63 49.00 924 924 LIMIT w/o 1500 0.62 D-1 L Op 2 24.88 49.00 924 924 LIMIT w/o 1500 0.62 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. 22 Page 52 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 5717 5717 1-1 Left Opening 1 0.00 20.50 416 -416 1-1 Right Opening 1 0.00 23.50 -2 2 1-1 Left Opening 2 0.00 31.50 228 -228 1-1 Right Opening 2 0.00 35.50 -330 330 Line 4 Shearline force 5936 5936 4-1 Left Opening 1 30.00 12.50 310 -310 4-1 Right Opening 1 30.00 23.50 -1323 1323 Line B Shearline force 4205 4205 B-1 Left Opening 1 4.25 6.00 1133-1133 B-2 Right Opening 1 24.25 7.00 -1670 1670 Line C Shearline force 1882 1882 C-1 Left Wall End 2.75 26.00 -172 172 C-1 Right Wall End 15.50 26.00 910 -910 Line D Shearline force 3553 3553 D-1 Left Opening 1 7.75 47.00 906 -906 D-1 Right Opening 1 13.75 47.00 195 -195 D-1 Left Opening 2 18.75 47.00 780 -780 D-1 Right Opening 2 26.75 47.00 -167 167 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 2831 2831 1-1 Left Opening 1 0.00 19.75 293 -293 1-1 Right Opening 1 0.00 24.75 -37 37 1-1 Left Opening 2 0.00 34.25 165 -165 1-1 Right Opening 2 0.00 36.25 34 -34 1-1 Left Opening 3 0.00 45.50 230 -230 Line 4 Shearline force 3061 3061 4-1 Left Opening 1 30.00 12.50 443 -443 4-1 Right Opening 1 30.00 23.50 -244 244 4-1 Left Opening 2 30.00 28.25 -75 75 4-1 Right Opening 2 30.00 30.25 -200 200 4-1 Left Opening 3 30.00 44.25 297 -297 Line A Shearline force 268 268 A-1 Left Opening 1 21.25 0.00 55 -55 A-1 Right Opening 1 26.75 0.00 -71 71 Line B Shearline force 2890 2890 B-2 Left Opening 1 8.75 4.00 -68 68 B-2 Right Opening 1 14.75 4.00 1525-1525 B-2 Right Wall End 18.25 4.00 1132-1132 B-2 Left Opening 1 8.75 4.00 855 855 B-2 Right Opening 1 14.75 4.00 855 855 Line D Shearline force 2734 2734 D-1 Left Opening 1 5.50 49.00 290 -290 D-1 Right Opening 1 11.50 49.00 -257 257 D-1 Left Opening 2 25.00 49.00 456 -456 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. 23 Page 53 of 71 WoodWorks®Shearwalls L2M-2190-2L-SHEAR(B).wswu Oct. 11, 2024 13:35:34 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 54 of 71 R1 Oct.17,202407:30 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(16.50') psf Load2 Snow Full Area 25.00(16.50') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.156' 6.078'0' Unfactored: Dead 780 780 Snow 1270 1270 Factored: Total 2050 2050 Bearing: Capacity Beam 2050 2050 Support 2270 2270 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.94 0.94 Min req'd 0.94 0.94 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 R1 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.13';Clearspan:6.0';Volume = 1.1cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 94 Fv' = 207 psi fv/Fv' = 0.46 Bending(+) fb = 1204 Fb' = 1333 psi fb/Fb' = 0.90 Live Defl'n 0.07 = < L/999 0.20 = L/360 in 0.35 Total Defl'n 0.14 = L/532 0.30 = L/240 in 0.45 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.991 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 2024, V design = 1596 (NDS 3.4.3.1(a)) lbs; M(+) = 3076 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 6.06' Le = 11.75' RB = 9.1 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 55 of 71 R2 Oct.17,202407:30 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(25.25') psf Load2 Snow Full Area 25.00(25.25') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 4.161' 4.081'0' Unfactored: Dead 800 800 Snow 1313 1313 Factored: Total 2114 2114 Bearing: Capacity Beam 2114 2114 Support 2340 2340 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.97 0.97 Min req'd 0.97 0.97 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 R4 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:4.19';Clearspan:4.0';Volume = 0.7cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 84 Fv' = 207 psi fv/Fv' = 0.41 Bending(+) fb = 828 Fb' = 1337 psi fb/Fb' = 0.62 Live Defl'n 0.02 = < L/999 0.14 = L/360 in 0.16 Total Defl'n 0.04 = < L/999 0.20 = L/240 in 0.21 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.994 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 2073, V design = 1418 (NDS 3.4.3.1(a)) lbs; M(+) = 2115 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 4.06' Le = 8.38' RB = 7.7 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 56 of 71 R3 Oct.17,202407:32 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(25.25') psf Load2 Snow Full Area 25.00(25.25') psf Self-weight Dead Full UDL 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.242' 6.121'0' Unfactored: Dead 1206 1206 Snow 1970 1970 Factored: Total 3176 3176 Bearing: Capacity Beam 3176 3176 Support 3516 3516 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 1.45 1.45 Min req'd 1.45 1.45 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 R3 Lumber-soft, D.Fir-L, No.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.25';Clearspan:6.0';Volume = 1.4cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 105 Fv' = 207 psi fv/Fv' = 0.51 Bending(+) fb = 1146 Fb' = 1227 psi fb/Fb' = 0.93 Live Defl'n 0.05 = < L/999 0.20 = L/360 in 0.26 Total Defl'n 0.10 = L/709 0.31 = L/240 in 0.34 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.988 1.200 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 3115, V design = 2269 (NDS 3.4.3.1(a)) lbs; M(+) = 4766 lbs-ft EI = 369.34e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 6.13' Le = 12.31' RB = 10.6 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 57 of 71 SF1 Oct.17,202407:36 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(12.50') psf Load3 Live Full Area 40.00(12.50') psf Load4 Dead Full Area 15.00(2.00') psf Load5 Snow Full Area 25.00(2.00') psf Load6 Earthquake Point 6.20 3728 lbs Self-weight Dead Full UDL 7.3 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 8.278' 8.139'0' Unfactored: Dead 1103 1108 Live 2065 2074 Snow 206 207 Earthquake 916 2812 Factored: Total 3287 4296 Bearing: Capacity Beam 3287 4296 Support 3500 4573 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #5 #5 Length 1.45 1.89 Min req'd 1.45 1.89 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF1 Glulam-Unbalan.,WestSpecies,24F-V4 DF,3-1/2"x9" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:8.25';Clearspan:8';Volume = 1.8cu.ft.;6laminations,3-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 119 Fv' = 265 psi fv/Fv' = 0.45 Bending(+) fb = 1614 Fb' = 2346 psi fb/Fb' = 0.69 Live Defl'n 0.17 = L/561 0.27 = L/360 in 0.64 Total Defl'n 0.28 = L/352 0.41 = L/240 in 0.68 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0.978 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 - - 5 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 5 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #5 = D + 0.75(L + S + 0.7E) (live) LC #5 = D + 0.75(L + S + 0.7E) (total) Bearing : Support 1 – LC #5 = D + 0.75(L + S + 0.7E) Support 2 – LC #5 = D + 0.75(L + S + 0.7E) Load Types: D=dead L=live S=snow E=earthquake Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 3122, V design = 2499 (NDS 3.4.3.1(a)) lbs; M(+) = 6353 lbs-ft EI = 382.72e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 8.13' Le = 15.50' RB = 11.7 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 58 of 71 SF2 Oct.17,202407:37 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(12.50') psf Load3 Live Full Area 40.00(12.50') psf Load4 Dead Full Area 15.00(2.00') psf Load5 Snow Full Area 25.00(2.00') psf Load6 Earthquake Point 3.86 3728 lbs Self-weight Dead Full UDL 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.236' 6.118'0' Unfactored: Dead 833 835 Live 1557 1561 Snow 156 156 Earthquake 1410 2318 Factored: Total 2858 3341 Bearing: Capacity Beam 2858 3341 Support 3164 3699 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #5 #5 Length 1.31 1.53 Min req'd 1.31 1.53 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF2 Lumber-soft, D.Fir-L, No.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.25';Clearspan:6.0';Volume = 1.4cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 79 Fv' = 180 psi fv/Fv' = 0.44 Bending(+) fb = 1397 Fb' = 1696 psi fb/Fb' = 0.82 Live Defl'n 0.08 = L/974 0.20 = L/360 in 0.37 Total Defl'n 0.11 = L/669 0.31 = L/240 in 0.36 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.60 1.00 1.00 0.982 1.200 - 1.00 1.00 1.00 5 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 5 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 5 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #5 = D + 0.75(L + S + 0.7E) Deflection: LC #5 = D + 0.75(L + S + 0.7E) (live) LC #5 = D + 0.75(L + S + 0.7E) (total) Bearing : Support 1 – LC #5 = D + 0.75(L + S + 0.7E) Support 2 – LC #5 = D + 0.75(L + S + 0.7E) Load Types: D=dead L=live S=snow E=earthquake Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 2348, V design = 1714 (NDS 3.4.3.1(a)) lbs; M(+) = 5810 lbs-ft EI = 369.34e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 6.13' Le = 12.31' RB = 10.6 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 59 of 71 SF3 Oct.17,202407:38 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 0.06 2.89 15.00(16.50') psf Load5 Snow Partial Area 0.06 2.89 25.00(16.50') psf Load6 Dead Point 2.89 264 lbs Load7 Snow Point 2.89 430 lbs Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 4.113' 4.057'0' Unfactored: Dead 731 638 Live 82 82 Snow 879 720 Factored: Total 1609 1358 Bearing: Capacity Beam 1609 1358 Support 1781 1503 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #4 #4 Length 0.74 0.62 Min req'd 0.74 0.62 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF3 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:4.13';Clearspan:4.0';Volume = 0.7cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 76 Fv' = 207 psi fv/Fv' = 0.37 Bending(+) fb = 683 Fb' = 1337 psi fb/Fb' = 0.51 Live Defl'n 0.02 = < L/999 0.14 = L/360 in 0.12 Total Defl'n 0.04 = < L/999 0.20 = L/240 in 0.17 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 0.994 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 = 1290, V design = 1290 (NDS 3.4.3.1(a)) lbs; M(+) = 1745 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 4.06' Le = 8.38' RB = 7.7 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 60 of 71 SF4 Oct.17,202407:39 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(20.00') psf Load2 Live Full Area 40.00(20.00') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 3.732' 3.658'0' Unfactored: Dead 459 459 Live 1493 1493 Factored: Total 1952 1952 Bearing: Capacity Beam 1952 1952 Support 2161 2161 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.89 0.89 Min req'd 0.89 0.89 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF4 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:3.75';Clearspan:3.563';Volume = 0.7cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 73 Fv' = 180 psi fv/Fv' = 0.41 Bending(+) fb = 685 Fb' = 1164 psi fb/Fb' = 0.59 Live Defl'n 0.02 = < L/999 0.12 = L/360 in 0.15 Total Defl'n 0.03 = < L/999 0.18 = L/240 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 2 Fb'+ 900 1.00 1.00 1.00 0.995 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L Load Types: D=dead L=live Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 1913, V design = 1242 (NDS 3.4.3.1(a)) lbs; M(+) = 1749 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 = 3.69' Le = 7.56' RB = 7.3 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 61 of 71 SF5 Oct.17,202407:39 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(13.25') psf Load2 Live Full Area 40.00(13.25') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 4.965' 4.899'0' Unfactored: Dead 410 410 Live 1316 1316 Factored: Total 1725 1725 Bearing: Capacity Beam 1725 1725 Support 1910 1910 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.79 0.79 Min req'd 0.79 0.79 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF5 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:4.94';Clearspan:4.813';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 = 74 Fv' = 180 psi fv/Fv' = 0.41 Bending(+) fb = 816 Fb' = 1162 psi fb/Fb' = 0.70 Live Defl'n 0.04 = < L/999 0.16 = L/360 in 0.24 Total Defl'n 0.06 = < L/999 0.24 = L/240 in 0.23 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.993 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L Load Types: D=dead L=live Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 1703, V design = 1260 (NDS 3.4.3.1(a)) lbs; M(+) = 2085 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 4.88' Le = 9.81' RB = 8.3 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. Page 62 of 71 SF6 Oct.17,202407:44 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 0.13 3.97 12.00(10.00') psf Load3 Live Partial Area 0.13 3.97 40.00(10.00') psf Load4 Dead Partial Area 3.96 16.13 12.00(12.10') psf Load5 Live Partial Area 3.96 16.13 40.00(12.10') psf Load6 Dead Full Area 15.00(2.00') psf Load7 Snow Full Area 25.00(2.00') psf Self-weight Dead Full UDL 17.1 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 16.273' 16.137'0' Unfactored: Dead 2110 2183 Live 3592 3832 Snow 407 407 Factored: Total 5702 6015 Bearing: Capacity Beam 5702 6015 Support 5856 6178 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.59 1.68 Min req'd 1.59 1.68 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"x13-1/2" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:16.25';Clearspan:16';Volume = 8.4cu.ft.;9laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 104 Fv' = 265 psi fv/Fv' = 0.39 Bending(+) fb = 1739 Fb' = 2333 psi fb/Fb' = 0.75 Live Defl'n 0.36 = L/544 0.54 = L/360 in 0.66 Total Defl'n 0.66 = L/294 0.81 = L/240 in 0.82 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0.972 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 6007, V design = 5152 (NDS 3.4.3.1(a)) lbs; M(+) = 24205 lbs-ft EI = 2029.78e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 16.13' Le = 29.69' RB = 12.6 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 63 of 71 SF7 Oct.17,202407:41 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial UDL 3.84 10.84 80.0 80.0 plf Load2 Dead Partial Area 0.09 3.84 15.00(2.00') psf Load3 Snow Partial Area 0.09 3.84 25.00(2.00') psf Load4 Dead Partial Area 3.84 10.84 12.00(1.00') psf Load5 Live Partial Area 3.84 10.84 40.00(1.00') psf Load6 Dead Partial Area 3.84 7.84 15.00(7.33') psf Load7 Snow Partial Area 3.84 7.84 25.00(7.33') psf Load8 Dead Partial Area 7.84 9.84 15.00(14.00') psf Load9 Snow Partial Area 7.84 9.84 25.00(14.00') psf Load10 Dead Partial Area 9.84 10.84 15.00(16.50') psf Load11 Snow Partial Area 9.84 10.84 25.00(16.50') psf Load12 Dead Point 3.84 1057 lbs Load13 Live Point 3.84 783 lbs Load14 Snow Point 3.84 559 lbs Self-weight Dead Full UDL 8.5 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 10.963' 10.856'0' Unfactored: Dead 1334 1678 Live 601 462 Snow 1013 1579 Factored: Total 2545 3257 Bearing: Capacity Beam 2545 3257 Support 2710 3467 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #3 #4 Length 1.12 1.43 Min req'd 1.12 1.43 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF7 Glulam-Unbalan.,WestSpecies,24F-V4 DF,3-1/2"x10-1/2" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:10.94';Clearspan:10.75';Volume = 2.8cu.ft.;7laminations,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 = 107 Fv' = 305 psi fv/Fv' = 0.35 Bending(+) fb = 1713 Fb' = 2610 psi fb/Fb' = 0.66 Live Defl'n 0.15 = L/884 0.36 = L/360 in 0.41 Total Defl'n 0.39 = L/330 0.54 = L/240 in 0.73 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 0.946 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 #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 = 3209, V design = 2631 (NDS 3.4.3.1(a)) lbs; M(+) = 9179 lbs-ft EI = 607.74e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 10.88' Le = 20.31' RB = 14.5 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 71 SF8 Oct.17,202407:45 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 Partial Area 0.34 4.18 12.00(10.00') psf Load3 Live Partial Area 0.34 4.18 40.00(10.00') psf Load4 Dead Partial Area 4.17 16.34 12.00(12.10') psf Load5 Live Partial Area 4.17 16.34 40.00(12.10') psf Load6 Dead Partial Area 0.34 4.17 15.00(23.50') psf Load7 Snow Partial Area 0.34 4.17 25.00(23.50') psf Load8 Dead Partial Area 4.17 7.67 15.00(2.50') psf Load9 Snow Partial Area 4.17 7.67 25.00(2.50') psf Load10 Dead Partial Area 13.67 16.34 15.00(2.50') psf Load11 Snow Partial Area 13.67 16.34 25.00(2.50') psf Load12 Dead Point 4.17 4184 lbs Load13 Snow Point 4.17 6830 lbs Load14 Dead Point 7.67 132 lbs Load15 Snow Point 7.67 190 lbs Load16 Dead Point 13.67 132 lbs Load17 Snow Point 13.67 190 lbs Self-weight Dead Full UDL 20.9 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 16.533' 16.267'0' Unfactored: Dead 6426 3493 Live 3575 3849 Snow 7403 2443 Factored: Total 14659 8212 Bearing: Capacity Beam 14659 8212 Support 15056 8435 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #3 #3 Length 4.10 2.30 Min req'd 4.10 2.30 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF8 Glulam-Unbalan.,WestSpecies,24F-V4DF,5-1/2"x16-1/2" Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:16.56';Clearspan:16';Volume = 10.4cu.ft.;11 laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 213 Fv' = 305 psi fv/Fv' = 0.70 Bending(+) fb = 2353 Fb' = 2621 psi fb/Fb' = 0.90 Live Defl'n 0.34 = L/575 0.54 = L/360 in 0.63 Total Defl'n 0.73 = L/268 0.81 = L/240 in 0.89 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 0.950 0.987 - - 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 Only the lesser of CL and CV is applied, as per NDS 5.3.6 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 = 14645, V design = 12870 (NDS 3.4.3.1(a)) lbs; M(+) = 48941 lbs-ft EI = 3705.95e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 16.25' Le = 30.63' RB = 14.2 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 71 SF9 Oct.17,202407:47 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial UDL 3.84 10.84 80.0 80.0 plf Load2 Dead Partial Area 0.09 3.84 15.00(2.00') psf Load3 Snow Partial Area 0.09 3.84 25.00(2.00') psf Load4 Dead Partial Area 3.84 10.84 12.00(1.00') psf Load5 Live Partial Area 3.84 10.84 40.00(1.00') psf Load6 Dead Partial Area 3.84 9.93 15.00(7.33') psf Load7 Snow Partial Area 3.84 9.93 25.00(7.33') psf Load8 Dead Partial Area 9.92 10.84 15.00(2.00') psf Load9 Snow Partial Area 9.92 10.84 25.00(2.00') psf Load10 Dead Point 2.59 625 lbs Load11 Live Point 2.59 144 lbs Load12 Snow Point 2.59 457 lbs Load13 Dead Point 3.84 728 lbs Load14 Live Point 3.84 926 lbs Load15 Snow Point 3.84 233 lbs Load16 Dead Point 9.92 4184 lbs Load17 Snow Point 9.92 6830 lbs Self-weight Dead Full UDL 15.2 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 11.128' 10.939'0' Unfactored: Dead 2004 5152 Live 808 542 Snow 1741 7127 Factored: Total 3916 12279 Bearing: Capacity Beam 3916 12279 Support 4022 12612 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #3 #4 Length 1.10 3.43 Min req'd 1.10 3.43 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF9 Glulam-Unbalan.,WestSpecies,24F-V4DF,5-1/2"x12" Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:11.13';Clearspan:10.75';Volume = 5.1cu.ft.;8 laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 256 Fv' = 305 psi fv*/Fv' = 0.84 Bending(+) fb = 1314 Fb' = 2711 psi fb/Fb' = 0.48 Live Defl'n 0.11 = < L/999 0.36 = L/360 in 0.32 Total Defl'n 0.28 = L/463 0.55 = L/240 in 0.52 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 2400 1.15 1.00 1.00 0.982 1.000 - - 1.00 1.00 - 4 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 4 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 4 CRITICALLOADCOMBINATIONS: Shear : LC #4 = D + S Bending(+): LC #4 = D + S Deflection: LC #4 = D + S (live) LC #4 = D + S (total) Bearing : Support 1 – LC #3 = D + 0.75(L + S) Support 2 – LC #4 = D + S Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 12279, V design* = 11280 (NDS 3.4.3.1(a)) lbs; M(+) = 14450 lbs-ft EI = 1425.58e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 10.94' Le = 20.81' RB = 10.0 Design Notes: 1.Analysisanddesignare inaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflection limitsareappropriateforyourapplication. 3.Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufactured inaccordancewithANSIA190.1-2012 4.GLULAM:bxd = actual breadthxactual depth. 5.GlulamBeamsshall be laterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6.GLULAM:bearing lengthbasedonsmallerofFcp(tension),Fcp(comp'n). Page 66 of 71 SF10 Oct.17,202407:50 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(12.50') psf Load3 Live Full Area 40.00(12.50') psf Load4 Dead Partial Area 0.22 6.47 15.00(23.25') psf Load5 Snow Partial Area 0.22 6.47 25.00(23.25') psf Load6 Dead Point 6.47 800 lbs Load7 Snow Point 6.47 1313 lbs Self-weight Dead Full UDL 8.5 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 8.434' 8.217'0' Unfactored: Dead 2508 2482 Live 2109 2108 Snow 2500 2446 Factored: Total 5964 5897 Bearing: Capacity Beam 5964 5897 Support 6349 6278 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #3 #3 Length 2.62 2.59 Min req'd 2.62 2.59 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF10 Glulam-Unbalan.,WestSpecies,24F-V4 DF,3-1/2"x10-1/2" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:8.44';Clearspan:8';Volume = 2.2cu.ft.;7laminations,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 = 212 Fv' = 305 psi fv/Fv' = 0.70 Bending(+) fb = 2388 Fb' = 2660 psi fb/Fb' = 0.90 Live Defl'n 0.15 = L/663 0.27 = L/360 in 0.54 Total Defl'n 0.31 = L/316 0.41 = L/240 in 0.76 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 0.964 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 = 5203, V design = 5203 (NDS 3.4.3.1(a)) lbs; M(+) = 12800 lbs-ft EI = 607.74e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 8.19' Le = 16.00' RB = 12.8 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 67 of 71 SF11 Oct.17,202407:51 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(12.50') psf Load3 Live Full Area 40.00(12.50') psf Load4 Dead Partial Area 3.79 6.12 15.00(23.25') psf Load5 Snow Partial Area 3.79 6.12 25.00(23.25') psf Load6 Dead Point 3.79 1206 lbs Load7 Snow Point 3.79 1970 lbs Self-weight Dead Full UDL 7.3 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6.307' 6.153'0' Unfactored: Dead 1385 2129 Live 1569 1584 Snow 1052 2272 Factored: Total 3351 5022 Bearing: Capacity Beam 3351 5022 Support 3567 5346 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #3 #3 Length 1.47 2.21 Min req'd 1.47 2.21 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 SF11 Glulam-Unbalan.,WestSpecies,24F-V4 DF,3-1/2"x9" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.31';Clearspan:6';Volume = 1.4cu.ft.;6laminations,3-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 186 Fv' = 305 psi fv/Fv' = 0.61 Bending(+) fb = 2058 Fb' = 2705 psi fb/Fb' = 0.76 Live Defl'n 0.07 = L/994 0.21 = L/360 in 0.36 Total Defl'n 0.16 = L/472 0.31 = L/240 in 0.51 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 0.980 1.000 - - 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 CRITICALLOADCOMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75(L + S) Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 – LC #3 = D + 0.75(L + S) Support 2 – LC #3 = D + 0.75(L + S) Load Types: D=dead L=live S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 4966, V design = 3909 (NDS 3.4.3.1(a)) lbs; M(+) = 8102 lbs-ft EI = 382.72e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 6.13' Le = 12.25' RB = 10.4 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). Page 68 of 71 F1 Oct.17,202407:52 DesignCheckCalculation Sheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(16.0") psf Load2 Live Full Area 40.00(16.0") psf Self-weight Dead Full UDL 2.9 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 10.605' 10.553'0' Unfactored: Dead 100 100 Live 283 283 Factored: Total 383 383 Bearing: Capacity Joist 383 383 Support 738 738 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.63 0.63 Min req'd 0.63 0.63 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 F1 Lumber-soft, Hem-Fir, No.2,2x10(1-1/2"x9-1/4") Supports:All-Timber-softBeam, D.Fir-L No.2 Floorjoist spacedat16.0" c/c; Totallength:10.63'; Clear span:10.5';Volume=1.0 cu.ft. Lateral support: top= continuous,bottom=at supports; Repetitive factor:appliedwherepermitted(refer toonlinehelp); ThissectionPASSESthedesigncodecheck. Analysisvs.Allowable StressandDeflection using NDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 35 Fv' = 150 psi fv/Fv' = 0.23 Bending(+) fb = 564 Fb' = 1075 psi fb/Fb' = 0.52 Live Defl'n 0.12 = < L/999 0.35 = L/360 in 0.33 Total Defl'n 0.18 = L/715 0.53 = L/240 in 0.34 AdditionalData: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.15 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L Load Types: D=dead L=live Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 381, V design = 323 (NDS 3.4.3.1(a)) lbs; M(+) = 1005 lbs-ft EI = 128.61e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" DesignNotes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuilding Code(IBC2021)and the National DesignSpecification(NDS2018),usingAllowableStress Design(ASD). Design valuesare from the NDSSupplement. 2.Please verify that thedefaultdeflectionlimitsareappropriate for yourapplication. 3.Sawnlumberbendingmembers shallbelaterally supportedaccording to theprovisionsof NDS Clause4.4.1. Page 69 of 71 F2 Oct.17,202407:53 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(10.00') psf Load2 Live Full Area Yes 40.00(10.00') psf Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.25' 10.545' 10.5'0' Unfactored: Dead 251 827 251 Live 928 2625 928 Factored: Total 1179 3452 1179 Bearing: Capacity Beam 1179 3938 1179 Support 1305 3452 1305 Des ratio Beam 1.00 0.88 1.00 Support 0.90 1.00 0.90 Load comb #3 #2 #4 Length 0.54 1.43 0.54 Min req'd 0.54 1.43** 0.54 Cb 1.00 1.26 1.00 Cb min 1.00 1.26 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F2 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:10.56';Clearspan:5.188',5.188';Volume = 1.9cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 82 Fv' = 180 psi fv/Fv' = 0.45 Bending(+) fb = 507 Fb' = 1153 psi fb/Fb' = 0.44 Bending(-) fb = 709 Fb' = 1153 psi fb/Fb' = 0.62 Live Defl'n 0.03 = < L/999 0.17 = L/360 in 0.15 Total Defl'n 0.03 = < L/999 0.26 = L/240 in 0.13 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.986 1.300 - 1.00 1.00 1.00 3 Fb'- 900 1.00 1.00 1.00 0.986 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #3 = D + L (pattern: L_) Bending(-): LC #2 = D + L Deflection: LC #3 = (live) LC #3 = (total) Bearing : Support 1 – LC #3 = D + L (pattern: L_) Support 2 – LC #2 = D + L Support 3 – LC #4 = D + L (pattern: _L) Load Types: D=dead L=live Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4; all LC’s listed in the Analysis report CALCULATIONS: V max = 1726, V design = 1379 (NDS 3.4.3.1(a)) lbs M(+) = 1294 lbs-ft; M(-) = 1812 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 10.50' Le = 19.31' RB = 11.7; Lu based on full length Lateral stability(-): Lu = 10.50' Le = 19.31' RB = 11.7; 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 70 of 71 F3 Oct.17,202407:53 Design Check CalculationSheet WoodWorksSizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 12.00(9.08') psf Load2 Live Full Area Yes 40.00(9.08') psf Load3 Dead Partial Area No 0.00 2.92 12.00(20.00') psf Load4 Live Partial Area Yes 0.00 2.92 40.00(20.00') psf Load5 Dead Partial Area No 6.50 10.16 12.00(12.00') psf Load6 Live Partial Area Yes 6.50 10.16 40.00(12.00') psf Load7 Dead Point No 2.92 459 lbs Load8 Live Point Yes 2.92 1493 lbs Load9 Dead Point No 6.50 459 lbs Load10 Live Point Yes 6.50 1493 lbs Self-weight Dead Full UDL No 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 1.33'5.08' 10.16' 8.83'10.16'0' Unfactored: Dead 1195 1232 885 Live 4205 4686 3158 Factored: Total 5401 5918 4044 Bearing: Capacity Beam 5698 6166 4473 Support 5401 5918 4044 Des ratio Beam 0.95 0.96 0.90 Support 1.00 1.00 1.00 Load comb #13 #8 #15 Length 2.23 2.44 1.67 Min req'd 2.23** 2.44** 1.67** Cb 1.17 1.15 1.22 Cb min 1.17 1.15 1.22 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F3 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:10.19';Clearspan:1.25',3.563',3.563',1.25';Volume = 1.8cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 168 Fv' = 180 psi fv/Fv' = 0.93 Bending(+) fb = 1017 Fb' = 1156 psi fb/Fb' = 0.88 Bending(-) fb = 1048 Fb' = 1156 psi fb/Fb' = 0.91 Deflection: Interior Live 0.03 = < L/999 0.12 = L/360 in 0.20 Total 0.03 = < L/999 0.19 = L/240 in 0.16 Cantil. Live -0.03 = L/515 0.09 = L/180 in 0.35 Total -0.03 = L/492 0.13 = L/120 in 0.24 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 8 Fb'+ 900 1.00 1.00 1.00 0.988 1.300 - 1.00 1.00 1.00 12 Fb'- 900 1.00 1.00 1.00 0.988 1.300 - 1.00 1.00 1.00 8 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 12 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 12 CRITICALLOADCOMBINATIONS: Shear : LC #8 = D + L (pattern: _LL_) Bending(+): LC #12 = D + L (pattern: _L_L) Bending(-): LC #8 = D + L (pattern: _LL_) Deflection: LC #12 = (live) LC #12 = (total) Bearing : Support 1 – LC #13 = D + L (pattern: LL_L) Support 2 – LC #8 = D + L (pattern: _LL_) Support 3 – LC #15 = D + L (pattern: L_LL) 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 = 3214, V design = 2842 (NDS 3.4.3.1(a)) lbs M(+) = 2598 lbs-ft; M(-) = 2679 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 10.19' Le = 16.44' RB = 10.8; Lu based on full length Lateral stability(-): Lu = 10.19' Le = 16.44' RB = 10.8; Lu based on full length Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.ContinuousorCantileveredBeams:NDSClause4.2.5.5requires thatnormalgradingprovisionsbeextended to themiddle2/3of2spanbeamsand to thefulllengthofcantileversandotherspans. 4.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 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