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Structural BUILDING A - 2018 IBC - CALCS ~ 10-23-23P.O. BOX 108, MILTON, WA 98354 Phone (253) 344-1666 ENGINEERING, PLLC PHILLIPS STRUCTURAL ORIGINAL STAMP MUST BE RED TO BE VALID OCT. 23, 2023 10/23/2023 ENGINEERING ANALYSIS FOR: THE KEIMIG ASSOCIATES 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 2018 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 must be contacted immediately for further consultation. B 1.29 0.47 3000 6.5 D 20 25 PHILLIPS STRUCTURAL ENGINEERINGSTRUCTURAL ENGINEERING CALCULATIONS 110 MPH 1.00 STRUCTURAL DESIGN CRITERIA AND LOADING: Building Code 2018 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 SOILS CRITERIA Soils Consultant Insight Geologic, Inc. Soils Report #362-05-01 Minimum Allowable Pressure Required PSF Frost Bearing Depth 18" * See plans/detailing for other soils considerations 85 MPH 2 of 37 3 of 37 4 of 37 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)5-Unit-SHEAR.wsw Oct.23,202307:57:03 -15'-10'-5'0'5'10'15'20'25'30'35'40'45'50'55'60'65'70'75'80'85'90'95'100'105'110'115' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' D-1 A-2 A-1 B-1 C-1 Segmented Perforated Force-transfer Non-shearwall Aspectfactor Orange=Selectedwall(s) Level1of 1 5 of 37 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls2019(Update3) 5-Unit-SHEAR.wsw Oct.23,202308:31:37 Project Information COMPANYANDPROJECT INFORMATION Company Project Phillips Structural Engineering PO Box 108 Milton, WA 98354 DESIGNSETTINGS DesignCode IBC 2018/AWC SDPWS 2015 WindStandard ASCE 7-16 Directional (All heights) SeismicStandard ASCE 7-16 LoadCombinations ForDesign(ASD) 0.70 Seismic 0.60 Wind ForDeflection(Strength) 1.00 Seismic 1.00 Wind BuildingCodeCapacityModification Wind Seismic 1.00 1.00 ServiceConditionsandLoadDuration Duration Factor - Temperature Range - MoistureContent Fabrication Service - - MaxShearwallOffset[ft] Plan (withinstory) 4.00 Elevation (betweenstories) - MaximumHeight-to-widthRatio Woodpanels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignorenon-wood-panelshearresistancecontribution... Wind Seismic Never Always Forcesbasedon... Hold-downs Applied loads Dragstruts Applied loads Shearwallrelativerigidity:Wall capacity PerforatedshearwallCofactor:SDPWS Equation4.3-5 Non-identicalmaterialsandconstructionontheshearline:Not allowed DeflectionEquation:No deflection analysis Drift limitforwinddesign:1 / 500 story height Force-transferstrap:Continuous at top of highest opening and bottom of lowest SITE INFORMATION RiskCategory Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure DesignWindSpeed 110 mph Exposure Exposure B Enclosure Partially enclosed StructureType Regular BuildingSystem Bearing Wall DesignCategory D SiteClass D Topographic Information[ft] Shape - Height - Length - SiteLocation: - Elev: 0ft Rigid building - Static analysis SpectralResponseAcceleration S1:0.470g Ss:1.290g FundamentalPeriod E-W N-S TUsed 0.201s 0.201s Approximate Ta 0.201s 0.201s Maximum T 0.281s 0.281s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.83Case 2 N-S loadsE-W loads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16 psf 8 psf ServiceabilityWindSpeed 100 mph 1 6 of 37 WoodWorks®Shearwalls 5-Unit-SHEAR.wsw Oct. 23, 2023 08:31:37 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 24.00 8'-8.0 Level1 2.33 4.0 13.00 Foundation 2.00 BLOCKandROOF INFORMATION Block Roof Panels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 1 Story E-W Ridge LocationX,Y =60.00 0.00 North Side 0.0 0.00 ExtentX,Y =40.00 48.00 South Side 0.0 0.00 Ridge Y Location,Offset 24.00 0.00 East Gable 0.0 0.00 Ridge Elevation,Height 24.00 0.00 West Gable 0.0 0.00 Block 2 1 Story N-S Ridge LocationX,Y =20.00 4.00 North Gable 0.0 0.00 ExtentX,Y =40.00 44.00 South Gable 0.0 0.00 RidgeXLocation,Offset 40.00 0.00 East Side 0.0 0.00 Ridge Elevation,Height 24.00 0.00 West Side 0.0 0.00 Block 3 1 Story N-S Ridge LocationX,Y =0.00 20.00 North Gable 0.0 0.00 ExtentX,Y =20.00 28.00 South Gable 0.0 0.00 RidgeXLocation,Offset 10.00 0.00 East Side 0.0 0.00 Ridge Elevation,Height 24.00 0.00 West Side 0.0 0.00 2 7 of 37 WoodWorks®Shearwalls 5-Unit-SHEAR.wsw Oct. 23, 2023 08:31:37 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Nail N 3 12 Y 2,3 2 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 3 3 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Nail N 4 12 Y 2,3 Legend: Grp–WallDesignGroupnumber,used toreferencewall inother tables(createdbyprogram) Surf–Exterioror interiorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.2.2C Thick–Nominalpanelthickness GU-Gypsumunderlaythickness Ply–Numberofplies(or layers) inconstructionofplywoodsheets Or–Orientation of longerdimension of sheathingpanels Gvtv–Shearstiffnessin lb/in.ofdepth fromSDPWSTablesC4.2.2A-B Type–Fastener type fromSDPWSTables4.3A-D:Nail–commonwirenail forstructuralpanelsand lumber,coolerorgypsumwallboardnail for GWB,plasterboardnail forgypsum lath,galvanisednail forgypsumsheathing;Box-boxnail;Casing – casing nail; Roof–roofingnail;Screw– drywallscrew Size-Common,box,andcasing nails:refer toSDPWSTableA1(casingsizes = boxsizes). Gauges:11ga = 0.120”x1-3/4”(gypsumsheathing,25/32” fiberboard),1-1/2”(lath&plaster,1/2” fiberboard);13gaplasterboard = 0.92”x1- 1/8”. Coolerorgypsumwallboardnail: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. 5/8”gypsumsheathingcanalsouse6dcoolerorGWBnail Df–Deformednails( threadedorspiral),with increasedwithdrawalcapacity Eg–Paneledge fastenerspacing Fd–Fieldspacing interior topanels Bk–Sheathing isnailed toblocking at all panel edges;Y(es)orN(o) ApplyNotes–Notesbelow table legendwhichapply tosheathingside Notes: 2.Framingatadjoiningpaneledgesmustbe3"nominalorwiderwithstaggerednailingaccording toSDPWS4.3.7.1.4 3.Shearcapacityforcurrentdesign hasbeen increased to thevaluefor15/32"sheathingwithsamenailingbecausestudspacing is16"max.or panelorientation ishorizontal.SeeSDPWST4.3ANote2. FRAMINGMATERIALSandSTANDARDWALLbyWALLGROUP Wall Species Grade b d Spcg SG E StandardWall Grp in in in psi^6 1 D.Fir-L No.2 1.50 5.50 16 0.50 1.60 2 D.Fir-L No.2 1.50 5.50 16 0.50 1.60 3 D.Fir-L No.2 1.50 5.50 16 0.50 1.60 Legend: WallGrp–WallDesignGroup b–Studbreadth(thickness) d–Studdepth(width) Spcg–Maximum on-centrespacing of studs fordesign, actualspacing maybe less. SG–Specificgravity E–Modulusofelasticity StandardWall-Standardwalldesigned asgroup. Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. 3 8 of 37 WoodWorks®Shearwalls 5-Unit-SHEAR.wsw Oct. 23, 2023 08:31:37 SHEARLINE,WALLandOPENINGDIMENSIONS North-south Type Wall Location Extent[ft]Length FHS Aspect Height Shearlines Group X[ft]Start End [ft][ft]Ratio [ft] Line 1 Level 1 Line 1 3 0.00 20.00 48.00 28.00 18.25 -13.00 Wall 1-1 Seg 3 0.00 20.00 48.00 28.00 18.25 -- Segment 1 --20.00 23.75 3.75 -3.47 - Opening 1 --23.75 33.50 9.75 --4.00 Segment 2 --33.50 48.00 14.50 -0.90 - Line 2 Level 1 Line 2 NSW 20.00 4.00 20.00 16.00 0.00 -13.00 Wall 2-1 NSW 20.00 4.00 20.00 16.00 0.00 1.00 - Line 3 Level 1 Line 3 NSW 60.00 0.00 4.00 4.00 0.00 -13.00 Wall 3-1 NSW 60.00 0.00 4.00 4.00 0.00 1.00 - Line 4 Level 1 Line 4 2 100.00 0.00 48.00 48.00 44.00 -13.00 Wall 4-1 Seg 2 100.00 0.00 48.00 48.00 44.00 -- Segment 1 --0.00 44.00 44.00 -0.30 - Opening 1 --44.00 47.00 3.00 --4.00 Segment 2 --47.00 48.00 1.00 -13.00 - East-west Type Wall Location Extent[ft]Length FHS Aspect Height Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft] Line A Level 1 Line A 1 2.00 20.00 100.00 80.00 30.00 -13.00 Wall A-1 Seg 1 4.00 20.00 60.00 40.00 10.00 -- Segment 1 --20.00 30.00 10.00 -1.30 - Opening 1 --30.00 57.75 27.75 --4.00 Segment 2 --57.75 60.00 2.25 -5.78 - Wall A-2 Seg 1 0.00 60.00 100.00 40.00 20.00 -- Segment 1 --60.00 70.00 10.00 -1.30 - Opening 1 --70.00 90.00 20.00 --4.00 Segment 2 --90.00 100.00 10.00 -1.30 - Line B Level 1 Line B NSW 20.00 0.00 20.00 20.00 0.00 -13.00 Wall B-1 NSW 20.00 0.00 20.00 20.00 0.00 1.00 - Line C Level 1 Line C 2 42.50 0.00 100.00 100.00 35.00 -13.00 Wall C-1 Seg 2 42.50 20.00 99.50 79.50 35.00 -- Segment 1 --20.00 27.00 7.00 -1.86 - Opening 1 --27.00 36.00 9.00 --4.00 Segment 2 --36.00 44.00 8.00 -1.63 - Opening 2 --44.00 56.50 12.50 --4.00 Segment 3 --56.50 64.50 8.00 -1.63 - Opening 3 --64.50 76.00 11.50 --4.00 Segment 4 --76.00 84.00 8.00 -1.63 - Opening 4 --84.00 95.50 11.50 --4.00 Segment 5 --95.50 99.50 4.00 -3.25 - Line D Level 1 Line D 2 48.00 0.00 100.00 100.00 58.00 -13.00 Wall D-1 Seg 2 48.00 0.00 100.00 100.00 58.00 -- Segment 1 --0.00 4.00 4.00 -3.25 - Opening 1 --4.00 16.75 12.75 --4.00 Segment 2 --16.75 26.00 9.25 -1.41 - Opening 2 --26.00 35.75 9.75 --4.00 Segment 3 --35.75 56.50 20.75 -0.63 - Opening 3 --56.50 66.25 9.75 --4.00 Segment 4 --66.25 86.25 20.00 -0.65 - Opening 4 --86.25 96.00 9.75 --4.00 Segment 5 --96.00 100.00 4.00 -3.25 - Legend: Type-Seg = segmented,Prf = perforated,FT = force-transfer,NSW = non-shearwall Location-Dimension perpendicular towall 4 9 of 37 WoodWorks®Shearwalls 5-Unit-SHEAR.wsw Oct. 23, 2023 08:31:37 FHS-Lengthof full-heightsheathingused toresistshear force.Forperforatedwalls, it isbasedon the factoredsegmentsLidefined inSDPWS 4.3.4.3 AspectRatio–Ratioofwallheight tosegment length(h/bs), for force-transferwalls, theaspectratioof thecentralpier WallGroup-Walldesigngroupdefined inSheathingandFramingMaterials tables,where itshowsassociatedStandardWall If twowallgroupnumbers listed, theyare forrigid diaphragmand flexible diaphragmdesign. 5 10 of 37 WoodWorks®Shearwalls 5-Unit-SHEAR.wsw Oct. 23, 2023 08:31:37 Loads WINDSHEARLOADS(asenteredorgenerated) 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 4.00 121.3 Block 1 WWall 1 W->EWind Line 0.00 4.00 163.1 Block 1 WWall MinW->EWind Line 4.00 20.00 121.3 Block 1 WWall 1 W->EWind Line 4.00 20.00 163.1 Block 1 WWall 1 W->EWind Line 20.00 48.00 163.1 Block 1 WWall MinW->EWind Line 20.00 48.00 121.3 Block 1 EWall MinW->E Lee Line 0.00 48.00 121.3 Block 1 EWall 1 W->E Lee Line 0.00 48.00 111.6 Block 1 WWall 1 E->W Lee Line 0.00 4.00 111.6 Block 1 WWall MinE->W Lee Line 0.00 4.00 121.3 Block 1 WWall MinE->W Lee Line 4.00 20.00 121.3 Block 1 WWall 1 E->W Lee Line 4.00 20.00 111.6 Block 1 WWall MinE->W Lee Line 20.00 48.00 121.3 Block 1 WWall 1 E->W Lee Line 20.00 48.00 111.6 Block 1 EWall MinE->WWind Line 0.00 48.00 121.3 Block 1 EWall 1 E->WWind Line 0.00 48.00 163.1 Block 1 SWall 1 S->NWind Line 0.00 20.00 163.1 Block 1 SWall MinS->NWind Line 0.00 20.00 121.3 Block 1 SWall MinS->NWind Line 20.00 60.00 121.3 Block 1 SWall 1 S->NWind Line 20.00 60.00 163.1 Block 1 SWall MinS->NWind Line 60.00100.00 121.3 Block 1 SWall 1 S->NWind Line 60.00100.00 163.1 Block 1 NWall MinS->N Lee Line 0.00100.00 121.3 Block 1 NWall 1 S->N Lee Line 0.00100.00 102.6 Block 1 SWall 1 N->S Lee Line 0.00 20.00 102.6 Block 1 SWall MinN->S Lee Line 0.00 20.00 121.3 Block 1 SWall 1 N->S Lee Line 20.00 60.00 102.6 Block 1 SWall MinN->S Lee Line 20.00 60.00 121.3 Block 1 SWall 1 N->S Lee Line 60.00100.00 102.6 Block 1 SWall MinN->S Lee Line 60.00100.00 121.3 Block 1 NWall 1 N->SWind Line 0.00100.00 163.1 Block 1 NWall MinN->SWind Line 0.00100.00 121.3 Legend: Block-Blockused in loadgeneration Accum. = loads fromoneblockcombinedwith another Manual = user-entered loads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhich loadsgeneratedorentered LoadCase-Oneof the following: ASCE7AllHeights:Case1or2 fromFig 27.3-8orminimum loads from27.1.5 ASCE7Low-rise:ReferencecornerandCaseAorB fromFig 28.3-1orminimum loads from28.3.4 WindDir-Directionofwind for loadswith positivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardorleewardside of the building for loads ingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start = intensityofuniformandpoint loadsor leftmost intensityof trapezoidal load,End = right intensityof trap load TribHt-Tributaryheightofarea loadsonly Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.60 towind loads beforedistributing them to theshearlines. 6 11 of 37 WoodWorks®Shearwalls 5-Unit-SHEAR.wsw Oct. 23, 2023 08:31:37 BUILDINGMASSES Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 1 3 Line 0.00 48.00 400.0 400.0 E-W Roof Block 1 4 Line 0.00 48.00 400.0 400.0 E-W Roof Block 2 2 Line 4.00 48.00 400.0 400.0 E-W Roof Block 2 3 Line 4.00 48.00 400.0 400.0 E-W Roof Block 3 1 Line 20.00 48.00 200.0 200.0 E-W Roof Block 3 2 Line 20.00 48.00 200.0 200.0 N-S Roof Block 1 A Line 60.00 100.00 480.0 480.0 N-S Roof Block 1 D Line 60.00 100.00 480.0 480.0 N-S Roof Block 2 Line 20.00 60.00 440.0 440.0 N-S Roof Block 2 D Line 20.00 60.00 440.0 440.0 N-S Roof Block 3 B Line 0.00 20.00 280.0 280.0 N-S Roof Block 3 D Line 0.00 20.00 280.0 280.0 BothWall 1-1 n/a 1 Line 20.00 48.00 130.0 130.0 BothWall 2-1 n/a 2 Line 4.00 20.00 130.0 130.0 BothWall 3-1 n/a 3 Line 0.00 4.00 130.0 130.0 BothWall 4-1 n/a 4 Line 0.00 48.00 130.0 130.0 BothWall A-2 n/a A Line 60.00 100.00 130.0 130.0 BothWall A-1 n/a Line 20.00 60.00 130.0 130.0 BothWall B-1 n/a B Line 0.00 20.00 130.0 130.0 BothWall C-1 n/a C Line 20.00 99.50 39.0 39.0 BothWall D-1 n/a D Line 0.00 100.00 130.0 130.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline thatequivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserappliedarea loadsonly 7 12 of 37 WoodWorks®Shearwalls 5-Unit-SHEAR.wsw Oct. 23, 2023 08:31:37 SEISMICLOADS Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 800 800 E-W Line 0.00 4.00 163.1 163.1 E-W Point 4.00 4.00 800 800 E-W Line 4.00 20.00 286.2 286.2 E-W Point 20.00 20.00 400 400 E-W Line 20.00 48.00 347.7 347.7 E-W Point 42.50 42.50 477 477 E-W Point 48.00 48.00 2000 2000 N-S Point 0.00 0.00 560 560 N-S Line 0.00 20.00 126.2 126.2 N-S Point 20.00 20.00 320 320 N-S Line 20.00 60.00 181.4 181.4 N-S Point 60.00 60.00 80 80 N-S Line 60.00 99.50 193.7 193.7 N-S Line 99.50 100.00 187.7 187.7 N-S Point 100.00 100.00 960 960 Legend: Loads in tablecanbeaccumulationof loads fromseveralbuildingmasses,so theydonotcorrespondwith a particularbuildingelement. Location-Startandendof load indirectionperpendicular toseismic forcedirection Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.70andredundancy factor toseismic loadsbeforedistributing them to the shearlines. 8 13 of 37 WoodWorks®Shearwalls 5-Unit-SHEAR.wsw Oct. 23, 2023 08:31:37 Design Summary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. HOLDDOWNDESIGN WindLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. ThisDesignSummarydoesnot include failures thatoccurdue toexcessivestorydrift fromASCE7CC.2.2(wind)or12.12(seismic). Refer toStoryDrift table in thisreport toverify thisdesigncriterion. Refer to theDeflectiontable forpossible issuesregarding fastenerslippage(SDPWSTableC4.2.2D). 9 14 of 37 WoodWorks®Shearwalls 5-Unit-SHEAR.wsw Oct. 23, 2023 08:31:37 Flexible DiaphragmWind Design ASCE7 Directional (All Heights)Loads SHEARRESULTS N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line 1 Level 1 Ln1, Lev1 -Both - - 7972 - - -532 - - 8865 - Wall 1-1 3 Both - - 7972 -1.0 -532 - - 8865 - Seg. 1 -Both 276.0 0.0 1035 -.58 -307 -307 1151 0.90 Seg. 2 -Both 478.4 0.0 6937 -1.0 -532 -532 7714 0.90 Line 4 Ln4, Lev1 -Both - - 7972 - - -364 - - 16016 - Wall 4-1 2 Both - - 7972 -1.0 -364 - - 16016 - Seg. 1 -Both 181.2 0.0 7972 -1.0 -364 -364 16016 0.50 Seg. 2 -Both 0.0 0.0 0 -1.0 -364 -364 - - E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 1 LnA, Lev1 -Both - - 3667 - - -686 - - 20580 - Wall A-1 1 Both - - 1222 -1.0 -686 - - 6860 - Seg. 1 -Both 122.2 0.0 1222 -1.0 -686 -686 6860 0.18 Seg. 2 -Both 0.0 0.0 0 -1.0 -686 -686 - - Wall A-2 1 Both - - 2444 -1.0 -686 - - 13720 - Seg. 1 -Both 122.2 0.0 1222 -1.0 -686 -686 6860 0.18 Seg. 2 -Both 122.2 0.0 1222 -1.0 -686 -686 6860 0.18 Line C LnC, Lev1 -Both - - 3790 - - -364 - - 12180 - Wall C-1 2 Both - - 3790 -1.0 -364 - - 12180 - Seg. 1 -Both 113.3 0.0 793 -1.0 -364 -364 2548 0.31 Seg. 2 -Both 113.3 0.0 906 -1.0 -364 -364 2912 0.31 Seg. 3 -Both 113.3 0.0 906 -1.0 -364 -364 2912 0.31 Seg. 4 -Both 113.3 0.0 906 -1.0 -364 -364 2912 0.31 Seg. 5 -Both 69.7 0.0 279 -.62 -224 -224 896 0.31 Line D LnD, Lev1 -Both - - 453 - - -364 - - 19992 - Wall D-1 2 Both - - 453 -1.0 -364 - - 19992 - Seg. 1 -Both 5.1 0.0 20 -.62 -224 -224 896 0.02 Seg. 2 -Both 8.3 0.0 76 -1.0 -364 -364 3367 0.02 Seg. 3 -Both 8.3 0.0 171 -1.0 -364 -364 7553 0.02 Seg. 4 -Both 8.3 0.0 165 -1.0 -364 -364 7280 0.02 Seg. 5 -Both 5.1 0.0 20 -.62 -224 -224 896 0.02 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is critical forallwalls in theStandardWallgroup. ForDir-Directionofwind forcealongshearline. v-Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.4.3 Force-transferwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbesideopening(s).Aspectratio factordoesnotapply to these piers. V-ASD factoredshearforce.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Forwall:Unblockedstructuralwoodpanel factorCub fromSDPWS4.3.3.2.Forsegmentor force-transferpier:Aspectratioadjustment fromSDPWS4.3.3.4.1 Int-Unitshearcapacityof interiorsheathing;Ext-Unitshearcapacityofexteriorsheathing.Forwall:Unfactored.Forsegment: IncludeCub factor andaspectratioadjustments. Co-Adjustment factorforperforatedwalls fromSDPWSEquation4.3-5. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside or twiceweakest,G = Stiffness-basedusingSDPWS4.3-3. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V–Total factoredshearcapacityofshearline,wallorsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."S" indicates that thewind designcriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,4. 10 15 of 37 WoodWorks®Shearwalls 5-Unit-SHEAR.wsw Oct. 23, 2023 08:31:37 HOLD-DOWNDESIGN(flexiblewinddesign) Level 1 TensileASD Line-Location[ft]Load HolddownForce[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 20.13 1 3844 3844 HDU5-SDS2.5645 0.68 1-1 L Op 1 0.00 23.63 1 3844 3844 HDU5-SDS2.5645 0.68 1-1 R Op 1 0.00 33.63 1 6328 6328 HDQ8-SDS3 9230 0.69 1-1 R End 0.00 47.88 1 6328 6328 HDQ8-SDS3 9230 0.69 Line 4 4-1 L End 100.00 0.12 1 2369 2369 STHD14 (6"3695 0.64 4-1 L Op 1100.00 43.88 1 2369 2369 STHD14 (6"3695 0.64 Line A A-1 L End 20.13 4.00 1 1630 1630 STHD14 (6"3695 0.44 A-1 L Op 1 29.88 4.00 1 1630 1630 STHD14 (6"3695 0.44 A-2 L End 60.13 0.00 1 1630 1630 STHD14 (6"3695 0.44 A-2 L Op 1 69.88 0.00 1 1630 1630 STHD14 (6"3695 0.44 A-2 R Op 1 90.13 0.00 1 1630 1630 STHD14 (6"3695 0.44 A-2 R End 99.88 0.00 1 1630 1630 STHD14 (6"3695 0.44 Line C C-1 L End 20.13 42.50 1 1527 1527 HDU5-SDS2.5645 0.27 C-1 L Op 1 26.88 42.50 1 1527 1527 HDU5-SDS2.5645 0.27 C-1 R Op 1 36.13 42.50 1 1520 1520 HDU5-SDS2.5645 0.27 C-1 L Op 2 43.88 42.50 1 1520 1520 HDU5-SDS2.5645 0.27 C-1 R Op 2 56.63 42.50 1 1520 1520 HDU5-SDS2.5645 0.27 C-1 L Op 3 64.38 42.50 1 1520 1520 HDU5-SDS2.5645 0.27 C-1 R Op 3 76.13 42.50 1 1520 1520 HDU5-SDS2.5645 0.27 C-1 L Op 4 83.88 42.50 1 1520 1520 HDU5-SDS2.5645 0.27 C-1 R Op 4 95.63 42.50 1 967 967 LIMIT w/o 1500 0.64 C-1 R End 99.38 42.50 1 967 967 LIMIT w/o 1500 0.64 Line D D-1 L End 0.12 48.00 1 70 70 LIMIT w/o 1500 0.05 D-1 L Op 1 3.88 48.00 1 70 70 LIMIT w/o 1500 0.05 D-1 R Op 1 16.88 48.00 1 110 110 LIMIT w/o 1500 0.07 D-1 L Op 2 25.88 48.00 1 110 110 LIMIT w/o 1500 0.07 D-1 R Op 2 35.88 48.00 1 109 109 LIMIT w/o 1500 0.07 D-1 L Op 3 56.38 48.00 1 109 109 LIMIT w/o 1500 0.07 D-1 R Op 3 66.38 48.00 1 109 109 LIMIT w/o 1500 0.07 D-1 L Op 4 86.13 48.00 1 109 109 LIMIT w/o 1500 0.07 D-1 R Op 4 96.13 48.00 1 70 70 LIMIT w/o 1500 0.05 D-1 R End 99.88 48.00 1 70 70 LIMIT w/o 1500 0.05 Legend: Line-Wall: Atwalloropening–Shearline and wallnumberAtverticalelement-Shearline Posit'n-Position of stud thathold-down isattached to: VElem-Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd-At leftorrightwallend LorROpn-At leftorrightside of opening n t @Opn-Uplift force t atopeningn fromoffsetopening inperforatedwallabove, fromSDPWS4.3.6.2.1 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) Hold-downForces: Shear–Windshearoverturningcomponent,basedonshearline force, factored forASDby0.60.Forperforatedwalls,T fromSDPWS4.3-8 is used. Dead–Dead loadresistingcomponent, factored forASDby0.60 Uplift-Upliftwind loadcomponent, factored forASDby0.60.Forperforatedwalls,T fromSDPWS4.3-8 isused. Cmb'd-SumofASD-factoredoverturning,deadanduplift forces.Mayalso include the uplift force t fromperforatedwalls fromSDPWS4.3.6.2.1 whenopeningsarestaggered. Hold-down–Deviceused fromhold-downdatabase Cap–AllowableASD tension load Crit.Resp.-CriticalResponse = CombinedASD force / AllowableASD tension load Notes: Refer toShearResultstableforfactorCo,andshearline dimensions tablefor thesumofLi,used tocalculate tensionforceTforperforatedwalls fromSDPWSEqn.4.3-8. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 11 16 of 37 WoodWorks®Shearwalls 5-Unit-SHEAR.wsw Oct. 23, 2023 08:31:37 COLLECTORFORCES(flexiblewinddesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 1 1-1 LeftOpening 1 0.00 23.75 1 -33 33 1-1 Right Opening 1 0.00 33.50 1 -2809 2809 Line 4 4-1 LeftOpening 1 100.00 44.00 1 664 -664 Line A A-1 LeftOpening 1 30.00 4.00 1 764 -764 A-2 LeftOpening 1 70.00 0.00 1 153 -153 A-2 Right Opening 1 90.00 0.00 1 -764 764 Line C C-1 LeftWall End 20.00 42.50 1 -758 758 C-1 LeftOpening 1 27.00 42.50 1 -230 230 C-1 Right Opening 1 36.00 42.50 1 -572 572 C-1 LeftOpening 2 44.00 42.50 1 31 -31 C-1 Right Opening 2 56.50 42.50 1 -442 442 C-1 LeftOpening 3 64.50 42.50 1 161 -161 C-1 Right Opening 3 76.00 42.50 1 -275 275 C-1 LeftOpening 4 84.00 42.50 1 328 -328 C-1 Right Opening 4 95.50 42.50 1 -108 108 C-1 Right Wall End 99.50 42.50 1 19 -19 Line D D-1 LeftOpening 1 4.00 48.00 1 2 -2 D-1 Right Opening 1 16.75 48.00 1 -56 56 D-1 LeftOpening 2 26.00 48.00 1 -21 21 D-1 Right Opening 2 35.75 48.00 1 -65 65 D-1 LeftOpening 3 56.50 48.00 1 12 -12 D-1 Right Opening 3 66.25 48.00 1 -32 32 D-1 LeftOpening 4 86.25 48.00 1 42 -42 D-1 Right Opening 4 96.00 48.00 1 -2 2 Legend: Line-Wall-Shearline andwallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical loadcase: ASCE7All heightsCase1or 2 ASCE7Low-risecorner;CaseAor B DragstrutForce-Axialforce in transferelementatopenings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline force(vmax from4.3.6.4.1.1 forperforatedwalls) Strap/BlockingForce–For force-transferwalls, force transferred fromaboveandbelowopening toshearwallpier. ->Due toshearline force in thewest-to-eastorsouth-to-northdirection <-Due toshearline force in theeast-to-westornorth-to-southdirection 12 17 of 37 WoodWorks®Shearwalls 5-Unit-SHEAR.wsw Oct. 23, 2023 08:31:37 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear[lbs]DiaphragmForce[lbs] [lbs][sq.ft]E-W N-S E-W:Fpx Design N-S:Fpx Design 1 126380 4240.0 19443 19443 18259 18259 18259 18259 All 126380 -19443 19443 - - - - Legend: Mass–Sumofallgeneratedand inputbuildingmasseson level = wx inASCE7equation12.8-12. StoryShear–Totalunfactored(strength-level)shear force inducedat levelx, = Fx inASCE7equation12.8-11. DiaphragmForce–MinimumASD-factored force fordiaphragmdesign, usedbyShearwallsonly fordragstrut forces,asperException to12.10.2.1. Fpx is fromEqns.12.10-1,-2,and-3.Design = Thegreaterof thestoryshearandFpx + transfer forces fromdiscontinuousshearlines, factoredby overstrength(omega)asper12.10.1.1.Omega = 2.5asper12.2-1. RedundancyFactorp(rho): E-W1.00,N-S1.00 Automaticallycalculatedaccording toASCE712.3.4.2. VerticalEarthquakeLoadEv Ev = 0.2SdsD;Sds = 1.00;Ev = 0.200Dunfactored;0.140Dfactored; totaldead loadfactor:0.6-0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. 13 18 of 37 WoodWorks®Shearwalls 5-Unit-SHEAR.wsw Oct. 23, 2023 08:31:37 SHEARRESULTS(flexibleseismicdesign) N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line 1 Level 1 Ln1, Lev1 -Both - - 6315 - - -380 - - 6332 - Wall 1-1 3^Both - - 6315 -1.0 -380 - - 6332 - Seg. 1 -Both 218.6 0.0 820 -.58 -219 -219 822 1.00 Seg. 2 -Both 379.0 0.0 5495 -1.0 -380 -380 5510 1.00 Line 4 Ln4, Lev1 -Both - - 7295 - - -260 - - 11440 - Wall 4-1 2 Both - - 7295 -1.0 -260 - - 11440 - Seg. 1 -Both 165.8 0.0 7295 -1.0 -260 -260 11440 0.64 Seg. 2 -Both 0.0 0.0 0 -1.0 -260 -260 - - E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 1 LnA, Lev1 -Both - - 5634 - - -490 - - 14700 - Wall A-1 1^Both - - 1878 -1.0 -490 - - 4900 - Seg. 1 -Both 187.8 0.0 1878 -1.0 -490 -490 4900 0.38 Seg. 2 -Both 0.0 0.0 0 -1.0 -490 -490 - - Wall A-2 1^Both - - 3756 -1.0 -490 - - 9800 - Seg. 1 -Both 187.8 0.0 1878 -1.0 -490 -490 4900 0.38 Seg. 2 -Both 187.8 0.0 1878 -1.0 -490 -490 4900 0.38 Line C LnC, Lev1 -Both - - 5907 - - -260 - - 8700 - Wall C-1 2^Both - - 5907 -1.0 -260 - - 8700 - Seg. 1 -Both 176.5 0.0 1236 -1.0 -260 -260 1820 0.68 Seg. 2 -Both 176.5 0.0 1412 -1.0 -260 -260 2080 0.68 Seg. 3 -Both 176.5 0.0 1412 -1.0 -260 -260 2080 0.68 Seg. 4 -Both 176.5 0.0 1412 -1.0 -260 -260 2080 0.68 Seg. 5 -Both 108.6 0.0 435 -.62 -160 -160 640 0.68 Line D LnD, Lev1 -Both - - 2069 - - -260 - - 14280 - Wall D-1 2 Both - - 2069 -1.0 -260 - - 14280 - Seg. 1 -Both 23.2 0.0 93 -.62 -160 -160 640 0.14 Seg. 2 -Both 37.7 0.0 349 -1.0 -260 -260 2405 0.14 Seg. 3 -Both 37.7 0.0 782 -1.0 -260 -260 5395 0.14 Seg. 4 -Both 37.7 0.0 754 -1.0 -260 -260 5200 0.14 Seg. 5 -Both 23.2 0.0 93 -.62 -160 -160 640 0.14 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is critical forallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. v-Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.4.3 Force-transferwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbesideopening(s).Aspectratio factordoesnotapply to these piers. V-ASD factoredshearforce.Forshearline: total shearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Forwall:Unblockedstructuralwoodpanel factorCub fromSDPWS4.3.3.2.Forsegmentor force-transferpier:Aspectratioadjustment fromSDPWS4.3.3.4.1 Int-Unitshearcapacityof interiorsheathing;Ext-Unitshearcapacityofexteriorsheathing.Forwall:Unfactored.Forsegment: IncludeCub factor andaspectratioadjustments. Co-Adjustment factorforperforatedwalls fromSDPWSEquation4.3-5. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside or twiceweakest,G = Stiffness-basedusingSDPWS4.3-3. 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 forperforatedwallsgivenbySDPWS4.3.6.4.2,4. 14 19 of 37 WoodWorks®Shearwalls 5-Unit-SHEAR.wsw Oct. 23, 2023 08:31:37 HOLD-DOWNDESIGN(flexibleseismicdesign) Level 1 TensileASD Line-Location[ft]HolddownForce[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 20.13 3045 3045 HDU5-SDS2.5645 0.54 1-1 L Op 1 0.00 23.63 3045 3045 HDU5-SDS2.5645 0.54 1-1 R Op 1 0.00 33.63 5013 5013 HDQ8-SDS3 9230 0.54 1-1 R End 0.00 47.88 5013 5013 HDQ8-SDS3 9230 0.54 Line 4 4-1 L End 100.00 0.12 2168 2168 STHD14 (6"3695 0.59 4-1 L Op 1 100.00 43.88 2168 2168 STHD14 (6"3695 0.59 Line A A-1 L End 20.13 4.00 2504 2504 STHD14 (6"3695 0.68 A-1 L Op 1 29.88 4.00 2504 2504 STHD14 (6"3695 0.68 A-2 L End 60.13 0.00 2504 2504 STHD14 (6"3695 0.68 A-2 L Op 1 69.88 0.00 2504 2504 STHD14 (6"3695 0.68 A-2 R Op 1 90.13 0.00 2504 2504 STHD14 (6"3695 0.68 A-2 R End 99.88 0.00 2504 2504 STHD14 (6"3695 0.68 Line C C-1 L End 20.13 42.50 2380 2380 HDU5-SDS2.5645 0.42 C-1 L Op 1 26.88 42.50 2380 2380 HDU5-SDS2.5645 0.42 C-1 R Op 1 36.13 42.50 2369 2369 HDU5-SDS2.5645 0.42 C-1 L Op 2 43.88 42.50 2369 2369 HDU5-SDS2.5645 0.42 C-1 R Op 2 56.63 42.50 2369 2369 HDU5-SDS2.5645 0.42 C-1 L Op 3 64.38 42.50 2369 2369 HDU5-SDS2.5645 0.42 C-1 R Op 3 76.13 42.50 2369 2369 HDU5-SDS2.5645 0.42 C-1 L Op 4 83.88 42.50 2369 2369 HDU5-SDS2.5645 0.42 C-1 R Op 4 95.63 42.50 1506 1506 LIMIT w/o 1500 1.00 C-1 R End 99.38 42.50 1506 1506 LIMIT w/o 1500 1.00 Line D D-1 L End 0.12 48.00 322 322 LIMIT w/o 1500 0.21 D-1 L Op 1 3.88 48.00 322 322 LIMIT w/o 1500 0.21 D-1 R Op 1 16.88 48.00 503 503 LIMIT w/o 1500 0.34 D-1 L Op 2 25.88 48.00 503 503 LIMIT w/o 1500 0.34 D-1 R Op 2 35.88 48.00 496 496 LIMIT w/o 1500 0.33 D-1 L Op 3 56.38 48.00 496 496 LIMIT w/o 1500 0.33 D-1 R Op 3 66.38 48.00 496 496 LIMIT w/o 1500 0.33 D-1 L Op 4 86.13 48.00 496 496 LIMIT w/o 1500 0.33 D-1 R Op 4 96.13 48.00 322 322 LIMIT w/o 1500 0.21 D-1 R End 99.88 48.00 322 322 LIMIT w/o 1500 0.21 Legend: Line-Wall: Atwalloropening–Shearline and wallnumber Atverticalelement-Shearline Posit'n-Position of stud thathold-down isattached to: VElem-Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd-At leftorrightwallend LorROpn-At leftorrightside of opening n t @Opn-Uplift force t atopeningn fromoffsetopening inperforatedwallabove, fromSDPWS4.3.6.2.1 Location-Co-ordinates inPlanView Hold-downForces: Shear–Seismicshearoverturningcomponent, factored forASDby0.7.Forperforatedwalls,T fromSDPWS4.3-8 isused Dead–Dead loadresistingcomponent, factored forASDby0.60 Ev–Verticalseismic loadeffect fromASCE712.4.2.2 = -0.2SdsxASDseismic factorxunfactoredD = 0.233x factoredD.Refer toSeismic Information table formoredetails. Cmb'd-SumofASD-factoredoverturning,deadandverticalseismic forces.Mayalso include the uplift force t fromperforatedwalls fromSDPWS 4.3.6.2.1whenopeningsarestaggered. Hold-down–Deviceused fromhold-downdatabase Cap–AllowableASD tension load 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 toShearResultstableforfactorCo,andshearline dimensions tablefor thesumofLi,used tocalculate tensionforceTforperforatedwalls fromSDPWSEqn.4.3-8. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 15 20 of 37 WoodWorks®Shearwalls 5-Unit-SHEAR.wsw Oct. 23, 2023 08:31:37 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 8472 8472 1-1 LeftOpening 1 0.00 23.75 -35 35 1-1 Right Opening 1 0.00 33.50 -2985 2985 Line 4 Shearline force 9787 9787 4-1 LeftOpening 1 100.00 44.00 816 -816 Line A Shearline force 7558 7558 A-1 LeftOpening 1 30.00 4.00 1575-1575 A-2 LeftOpening 1 70.00 0.00 315 -315 A-2 Right Opening 1 90.00 0.00 -1575 1575 Line C Shearline force 7925 7925 C-1 LeftWall End 20.00 42.50 -1585 1585 C-1 LeftOpening 1 27.00 42.50 -482 482 C-1 Right Opening 1 36.00 42.50 -1195 1195 C-1 LeftOpening 2 44.00 42.50 66 -66 C-1 Right Opening 2 56.50 42.50 -925 925 C-1 LeftOpening 3 64.50 42.50 336 -336 C-1 Right Opening 3 76.00 42.50 -576 576 C-1 LeftOpening 4 84.00 42.50 685 -685 C-1 Right Opening 4 95.50 42.50 -226 226 C-1 Right Wall End 99.50 42.50 40 -40 Line D Shearline force 2776 2776 D-1 LeftOpening 1 4.00 48.00 13 -13 D-1 Right Opening 1 16.75 48.00 -341 341 D-1 LeftOpening 2 26.00 48.00 -130 130 D-1 Right Opening 2 35.75 48.00 -401 401 D-1 LeftOpening 3 56.50 48.00 72 -72 D-1 Right Opening 3 66.25 48.00 -198 198 D-1 LeftOpening 4 86.25 48.00 257 -257 D-1 Right Opening 4 96.00 48.00 -13 13 Legend: Line-Wall-Shearline andwallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView DragstrutForce-Axialforce in transferelementatopenings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline forceshown.ForSDCC-F, it is thegreaterof thedesignshearline forceand thediaphragm forceFpx,added toshearline force fromstoryaboveand to forces transferred fromdiscontinuousshearlines factoredbyoverstrength(omega)asper12.10.1.1. Refer toSeismic Information table fordiaphragm forcesandomega factor. ForSDCD-F, if horizontal torsional irregularities2,3,or4are input,orvertical irregularity4detectedor input,25% increase from12.3.3.4applied. Forperforatedwalls,this force isconverted tovmaxusing 4.3.6.4.1.1. Strap/BlockingForce–For force-transferwalls, force transferred fromaboveandbelowopening toshearwallpier. ->Due toshearline force in thewest-to-eastorsouth-to-northdirection <-Due toshearline force in theeast-to-westornorth-to-southdirection 16 21 of 37 22 of 37 R1 Oct.23,202310:10 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 57.0 plf Load2 Dead Full Area 20.00(1.00') psf Load3 Snow Full Area 25.00(1.00') psf Load4 Dead Full Area 20.00(3.00') psf Load5 Snow Full Area 25.00(3.00') psf Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 9.75' 9.708'0' Unfactored: Dead 741 741 Snow 488 488 Factored: Total 1228 1228 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.71 0.71 Support 0.67 0.67 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports R1 Timber-soft, D.Fir-L, No.2,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:9.75';Clearspan:9.688';Volume = 4.3cu.ft.;Beamorstringer Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 23 Fv' = 195 psi fv/Fv' = 0.12 Bending(+) fb = 294 Fb' = 997 psi fb/Fb' = 0.29 Live Defl'n 0.02 = < L/999 0.32 = L/360 in 0.07 Total Defl'n 0.07 = < L/999 0.49 = L/240 in 0.15 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 0.991 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output 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 CALCULATIONS: V max = 1223, V design = 977 (NDS 3.4.3.1(a)) lbs; M(+) = 2969 lbs-ft EI = 906.17e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 9.69' Le = 18.69' RB = 9.2 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. 23 of 37 R2 Oct.23,202310:10 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 57.0 plf Load2 Dead Full Area 20.00(14.00') psf Load3 Snow Full Area 25.00(14.00') psf Load4 Dead Full Area 20.00(3.00') psf Load5 Snow Full Area 25.00(3.00') psf Self-weight Dead Full UDL 15.2 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 13.089' 12.961'0' Unfactored: Dead 2697 2697 Snow 2781 2781 Factored: Total 5478 5478 Bearing: Capacity Beam 5478 5478 Support 5626 5626 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.53 1.53 Min req'd 1.53 1.53 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 R2 Glulam-Unbal.,WestSpecies,24F-V4 DF,5-1/2"x12" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:13.06';Clearspan:12.813';Volume = 6.0cu.ft.;8laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 103 Fv' = 305 psi fv/Fv' = 0.34 Bending(+) fb = 1598 Fb' = 2701 psi fb/Fb' = 0.59 Live Defl'n 0.19 = L/821 0.43 = L/360 in 0.44 Total Defl'n 0.46 = L/334 0.65 = L/240 in 0.72 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.979 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output 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 CALCULATIONS: V max = 5426, V design = 4535 (NDS 3.4.3.1(a)) lbs; M(+) = 17580 lbs-ft EI = 1425.58e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 12.94' Le = 24.13' RB = 10.7 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). 24 of 37 R3 Oct.23,202310:12 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 57.0 plf Load2 Dead Full Area 20.00(2.75') psf Load3 Snow Full Area 25.00(2.75') psf Self-weight Dead Full UDL 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 9.75' 9.708'0' Unfactored: Dead 583 583 Snow 335 335 Factored: Total 918 918 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0.84 0.84 Support 0.76 0.76 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports R3 Lumber-soft, D.Fir-L, No.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:9.75';Clearspan:9.688';Volume = 2.2cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 35 Fv' = 207 psi fv/Fv' = 0.17 Bending(+) fb = 534 Fb' = 1217 psi fb/Fb' = 0.44 Live Defl'n 0.04 = < L/999 0.32 = L/360 in 0.11 Total Defl'n 0.13 = L/867 0.49 = L/240 in 0.28 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 0.980 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 D=dead S=snow All LC's are listed in the Analysis output 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 CALCULATIONS: V max = 915, V design = 766 (NDS 3.4.3.1(a)) lbs; M(+) = 2220 lbs-ft EI = 369.34e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 9.69' Le = 18.13' RB = 12.8 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 25 of 37 R4 Oct.23,202310:13 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 100.0 plf Load2 Dead Full Area 20.00(2.00') psf Load3 Snow Full Area 25.00(2.00') psf Self-weight Dead Full UDL 9.8 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.163' 5.122'0' Unfactored: Dead 387 387 Snow 129 129 Factored: Total 516 516 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.30 0.30 Support 0.28 0.28 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports R4 Timber-soft, D.Fir-L, No.2,6x8(5-1/2"x7-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:5.19';Clearspan:5.063';Volume = 1.5cu.ft.;Postor timber Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 14 Fv' = 195 psi fv/Fv' = 0.07 Bending(+) fb = 152 Fb' = 862 psi fb/Fb' = 0.18 Live Defl'n 0.00 = < L/999 0.17 = L/360 in 0.02 Total Defl'n 0.02 = < L/999 0.26 = L/240 in 0.07 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 750 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output 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 CALCULATIONS: V max = 512, V design = 383 (NDS 3.4.3.1(a)) lbs; M(+) = 655 lbs-ft EI = 251.36e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 26 of 37 R5 Oct.23,202310:14 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 20.00(22.00') psf Load2 Snow Full Area 25.00(22.00') psf Self-weight Dead Full UDL 11.4 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 9.215' 9.108'0' Unfactored: Dead 2079 2079 Snow 2534 2534 Factored: Total 4614 4614 Bearing: Capacity Beam 4614 4614 Support 4739 4739 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.29 1.29 Min req'd 1.29 1.29 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Glulam-Unbal.,WestSpecies,24F-V4 DF,5-1/2"x9" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:9.19';Clearspan:9';Volume = 3.2cu.ft.;6laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 114 Fv' = 305 psi fv/Fv' = 0.37 Bending(+) fb = 1678 Fb' = 2733 psi fb/Fb' = 0.61 Live Defl'n 0.14 = L/771 0.30 = L/360 in 0.47 Total Defl'n 0.32 = L/345 0.46 = L/240 in 0.69 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.990 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output 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 CALCULATIONS: V max = 4560, V design = 3755 (NDS 3.4.3.1(a)) lbs; M(+) = 10383 lbs-ft EI = 601.42e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 9.13' Le = 17.13' RB = 7.8 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). 27 of 37 R6 Oct.23,202310:14 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 20.00(22.00') psf Load2 Snow Full Area 25.00(22.00') psf Self-weight Dead Full UDL 15.2 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 12.8' 12.65'0' Unfactored: Dead 2912 2912 Snow 3520 3520 Factored: Total 6432 6432 Bearing: Capacity Beam 6432 6432 Support 6607 6607 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.80 1.80 Min req'd 1.80 1.80 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 R6 Glulam-Unbal.,WestSpecies,24F-V4 DF,5-1/2"x12" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:12.81';Clearspan:12.5';Volume = 5.9cu.ft.;8laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 120 Fv' = 305 psi fv/Fv' = 0.39 Bending(+) fb = 1828 Fb' = 2703 psi fb/Fb' = 0.68 Live Defl'n 0.22 = L/682 0.42 = L/360 in 0.53 Total Defl'n 0.50 = L/304 0.63 = L/240 in 0.79 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.979 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output 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 CALCULATIONS: V max = 6358, V design = 5277 (NDS 3.4.3.1(a)) lbs; M(+) = 20107 lbs-ft EI = 1425.58e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 12.63' Le = 23.63' RB = 10.6 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). 28 of 37 R7 Oct.23,202310:16 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 20.00(24.00') psf Load2 Snow Full Area 25.00(24.00') psf Self-weight Dead Full UDL 15.2 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 11.887' 11.735'0' Unfactored: Dead 2942 2942 Snow 3566 3566 Factored: Total 6508 6508 Bearing: Capacity Beam 6508 6508 Support 6685 6685 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.82 1.82 Min req'd 1.82 1.82 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 R7 Glulam-Unbal.,WestSpecies,24F-V4 DF,5-1/2"x12" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:11.88';Clearspan:11.563';Volume = 5.4cu.ft.;8laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 119 Fv' = 305 psi fv/Fv' = 0.39 Bending(+) fb = 1714 Fb' = 2707 psi fb/Fb' = 0.63 Live Defl'n 0.18 = L/784 0.39 = L/360 in 0.46 Total Defl'n 0.40 = L/350 0.59 = L/240 in 0.69 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.981 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output 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 CALCULATIONS: V max = 6426, V design = 5248 (NDS 3.4.3.1(a)) lbs; M(+) = 18853 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 = 11.75' Le = 22.13' RB = 10.3 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). 29 of 37 R8 Oct.23,202310:17 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 57.0 plf Load2 Dead Full Area 20.00(18.75') psf Load3 Snow Full Area 25.00(18.75') psf Load4 Dead Full Area 20.00(3.00') psf Load5 Snow Full Area 25.00(3.00') psf Self-weight Dead Full UDL 19.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 15.716' 15.523'0' Unfactored: Dead 4014 4014 Snow 4273 4273 Factored: Total 8287 8287 Bearing: Capacity Beam 8287 8287 Support 8511 8511 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 2.32 2.32 Min req'd 2.32 2.32 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 R8 Glulam-Unbal.,WestSpecies,24F-V4 DF,5-1/2"x15" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:15.69';Clearspan:15.313';Volume = 9.0cu.ft.;10laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 123 Fv' = 305 psi fv/Fv' = 0.40 Bending(+) fb = 1848 Fb' = 2652 psi fb/Fb' = 0.70 Live Defl'n 0.26 = L/730 0.52 = L/360 in 0.49 Total Defl'n 0.61 = L/302 0.78 = L/240 in 0.79 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.961 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output 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 CALCULATIONS: V max = 8187, V design = 6766 (NDS 3.4.3.1(a)) lbs; M(+) = 31771 lbs-ft EI = 2784.33e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 15.50' Le = 29.06' RB = 13.1 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). 30 of 37 R9 Oct.23,202310:17 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 57.0 plf Load2 Dead Full Area 20.00(20.75') psf Load3 Snow Full Area 25.00(20.75') psf Load4 Dead Full Area 20.00(3.00') psf Load5 Snow Full Area 25.00(3.00') psf Self-weight Dead Full UDL 15.2 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 13.016' 12.843'0' Unfactored: Dead 3560 3560 Snow 3864 3864 Factored: Total 7424 7424 Bearing: Capacity Beam 7424 7424 Support 7625 7625 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 2.08 2.08 Min req'd 2.08 2.08 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 R9 Glulam-Unbal.,WestSpecies,24F-V4 DF,5-1/2"x12" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:13.0';Clearspan:12.688';Volume = 6.0cu.ft.;8laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 138 Fv' = 305 psi fv/Fv' = 0.45 Bending(+) fb = 2139 Fb' = 2702 psi fb/Fb' = 0.79 Live Defl'n 0.25 = L/604 0.43 = L/360 in 0.60 Total Defl'n 0.61 = L/253 0.64 = L/240 in 0.95 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.979 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output 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 CALCULATIONS: V max = 7327, V design = 6087 (NDS 3.4.3.1(a)) lbs; M(+) = 23525 lbs-ft EI = 1425.58e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 12.81' Le = 23.94' RB = 10.7 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). 31 of 37 R10 Oct.23,202310:18 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 20.00(24.0") psf Load2 Snow Full Area 25.00(24.0") psf Self-weight Dead Full UDL 3.3 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6' 5.958'0' Unfactored: Dead 130 130 Snow 150 150 Factored: Total 280 280 Bearing: Capacity Joist 469 469 Support 586 586 Des ratio Joist 0.60 0.60 Support 0.48 0.48 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports R10 Lumber-soft, D.Fir-L, No.2,2x10(1-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Roofjoistspacedat24.0"c/c; Totallength:6.0';Clearspan:5.938';Volume = 0.6cu.ft. Lateralsupport: top = continuous,bottom = atsupports;Repetitivefactor:appliedwherepermitted(refer toonlinehelp); ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 22 Fv' = 207 psi fv/Fv' = 0.11 Bending(+) fb = 232 Fb' = 1309 psi fb/Fb' = 0.18 Live Defl'n 0.01 = < L/999 0.30 = L/240 in 0.03 Total Defl'n 0.02 = < L/999 0.40 = L/180 in 0.05 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 1.000 1.100 - 1.15 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 D=dead S=snow All LC's are listed in the Analysis output 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 CALCULATIONS: V max = 278, V design = 204 (NDS 3.4.3.1(a)) lbs; M(+) = 414 lbs-ft EI = 158.29e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 32 of 37 33 of 37 PROJECTNAME:TahomaTerraSHEET OF PROJECTNUMBER:23.074DATE:10/23/23DESIGN BY:TMP0.1PSFDeflectionL/120Height=8Ft.Height=9Ft.Height=10Ft.Height=11.83Ft.SPECIESGRADESIZENo.1216241216241216241216241302630183002243524252408157615731568114311401135410216445644564456445644564456445644564455480546254286445184968496849684968496849684968496849684968496849684962608060726053490148914870316031573152229522922286738321160211602116021160211602116021160211602116021102111000109601160221529315293152931529315293152931529315293152931529315293152931529315PSFDeflectionL/120Height=12Ft.Height=13Ft.Height=14Ft.Height=15Ft.SPECIESGRADESIZENo.1216241216241216241216241603469---455------------------------265813724337527523033270020932484216415731807154610484177155055505550555055505550555055505512555055068415455052164214891207133411869101090946---894754---47842751875187449724268136066608956824968449041783614751829910991099109910991099109910991099109910991099109910PLATEMATERIALPLATEMATERIALPlateBearingCapacityLateralPressure =Lateralpressure =LoadDurationFactorPlateBearingCapacityLoadDurationFactorRep.MemberRep.MemberBearingArea FactorCbBearingArea FactorCbFireRatedWallFireRatedWall34 of 37 35 of 37 36 of 37 37 of 37