Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Engineering Calcs
P.O. BOX 108, MILTON, WA 98354 Phone (253) 344-1666 ENGINEERING, PLLC PHILLIPS STRUCTURAL ORIGINAL STAMP MUST BE RED TO BE VALID SEPT. 13, 2022 9/13/2022 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 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 1.51 0.50 1500 6.5 D 15 40 12 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 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 2 of 97 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)1361-SHEAR.wsw Sep.8,202209:38:19 0'5'10'15'20'25' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' F-1 A-2 E-2 E-1 A-1 C-1 Segmented Perforated Force-transfer Non-shearwall Aspectfactor Orange=Selectedwall(s) Level1of 2 3 of 97 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)1361-SHEAR.wsw Sep.8,202209:38:19 0'5'10'15'20'25' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' D-1 A-1 B-1 C-1 Segmented Perforated Force-transfer Non-shearwall Aspectfactor Orange=Selectedwall(s) Level2of 2 4 of 97 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls2019(Update3) 1361-SHEAR.wsw Sep.8,202210:03:16 Project Information COMPANYANDPROJECT INFORMATION Company Project Phillips Structural Engineering PO Box108 Milton, WA 98354 DESIGNSETTINGS DesignCode IBC 2018/AWC SDPWS 2015 WindStandard ASCE7-16 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) 3.08 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 Appliedloads Dragstruts Appliedloads Shearwallrelativerigidity:Wall capacity PerforatedshearwallCofactor:SDPWS Equation4.3-5 Non-identical materialsandconstructionontheshearline:Not allowed DeflectionEquation:Nodeflectionanalysis Drift limitforwinddesign:1/ 500 storyheight Force-transferstrap:Continuous at top ofhighest openingand bottom of lowest SITE INFORMATION RiskCategory CategoryII - All others Wind ASCE 7-16Directional(Allheights) Seismic ASCE 7-16 12.8EquivalentLateral Force Procedure DesignWindSpeed 110mph Exposure Exposure B Enclosure Partiallyenclosed StructureType Regular BuildingSystem BearingWall 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 0.187s 0.187s ApproximateTa 0.187s 0.187s Maximum T 0.262s 0.262s 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 16psf 8 psf ServiceabilityWindSpeed 100mph 1 5 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 20.54 0.0 Level2 12.54 9.3 8.00 Level1 2.77 9.3 9.00 Foundation 2.00 BLOCKandROOF INFORMATION Block Roof Panels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story N-SRidge LocationX,Y =12.00 0.00 North Gable 90.0 1.00 ExtentX,Y =12.00 34.00 South Gable 90.0 1.00 RidgeXLocation,Offset 18.00 0.00 East Side 27.0 1.00 Ridge Elevation,Height 23.60 3.06 West Side 27.0 1.00 Block 2 2 Story E-WRidge LocationX,Y =0.00 12.75 North Side 27.0 1.00 ExtentX,Y =12.00 8.00 South Side 27.0 1.00 Ridge Y Location,Offset 16.75 0.00 East Joined 153.0 1.00 Ridge Elevation,Height 22.58 2.04 West Gable 90.0 1.00 Block 3 1 Story N-SRidge LocationX,Y =0.00 0.25 North Gable 90.0 1.00 ExtentX,Y =24.00 43.75 South Gable 90.0 1.00 RidgeXLocation,Offset 12.00 0.00 East Side 18.0 1.00 Ridge Elevation,Height 24.44 3.90 West Side 18.0 1.00 Block 4 1 Story N-SRidge LocationX,Y =7.50 44.00 North Gable 90.0 1.00 ExtentX,Y =16.50 3.75 South Joined 90.0 1.00 RidgeXLocation,Offset 15.75 0.00 East Side 18.0 1.00 Ridge Elevation,Height 23.22 2.68 West Side 18.0 1.00 Block 5 1 Story N-SRidge LocationX,Y =12.00 47.75 North Gable 90.0 1.00 ExtentX,Y =12.00 7.25 South Joined 90.0 1.00 RidgeXLocation,Offset 18.00 0.00 East Side 18.0 1.00 Ridge Elevation,Height 22.49 1.95 West Side 18.0 1.00 2 6 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 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 1,2,3 2 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3 3 1 StructShOSB 24/16 7/16 --Vert 83500 8d Nail N 4 12 Y 1,2,3 Legend: Grp–WallDesignGroupnumber,used toreferencewallinothertables(createdbyprogram) Surf–Exteriororinteriorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.2.2C Thick–Nominalpanel thickness GU-Gypsumunderlay thickness Ply–Numberofplies(orlayers) inconstructionofplywoodsheets Or–Orientationof longerdimensionofsheathingpanels Gvtv–Shearstiffness in 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,andcasingnails: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 faceplyfor2-plyGWB. Drywallscrews:No.6,1-1/4”long. 5/8”gypsumsheathingcanalsouse6dcoolerorGWBnail Df–Deformednails( threadedorspiral),with increasedwithdrawalcapacity Eg–Panel edge fastenerspacing Fd–Fieldspacing interior topanels Bk–Sheathing isnailed toblockingatallpaneledges;Y(es)orN(o) ApplyNotes–Notesbelow table legendwhichapply tosheathingside Notes: 1.Capacityhasbeenreducedfor framingspecificgravityaccording toSDPWST4.3ANote3. 2.Framingatadjoining paneledgesmustbe3"nominalorwiderwithstaggerednailingaccording toSDPWS4.3.7.1.4 3.Shearcapacityforcurrentdesignhasbeen 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 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 2 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 3 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 Legend: WallGrp–WallDesignGroup b–Studbreadth(thickness) d–Studdepth(width) Spcg–Maximumon-centrespacingofstuds fordesign,actualspacingmaybe less. SG–Specificgravity E–Modulusofelasticity StandardWall-Standardwalldesignedasgroup. Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. 3 7 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 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 2 Line 1 NSW 0.00 0.00 44.00 44.00 0.00 -8.00 Wall1-1 NSW 0.00 12.75 20.75 8.00 0.00 1.00 - Level 1 Line 1 2 0.00 0.00 44.00 44.00 29.00 -9.00 Wall1-1 Seg 2 0.00 0.00 44.00 44.00 29.00 -- Segment 1 --0.00 5.25 5.25 -1.71 - Opening 1 --5.25 9.25 4.00 --6.00 Segment 2 --9.25 13.25 4.00 -2.25 - Opening 2 --13.25 20.25 7.00 --6.00 Segment 3 --20.25 25.25 5.00 -1.80 - Opening 3 --25.25 29.25 4.00 --6.00 Segment 4 --29.25 44.00 14.75 -0.61 - Line 2 Level 1 Line 2 NSW 7.50 44.00 47.75 3.75 0.00 -9.00 Wall2-1 NSW 7.50 44.00 47.75 3.75 0.00 1.00 - Line 3 Level 2 Line 3 2 12.00 0.00 34.00 34.00 23.00 -8.00 Wall3-1 Seg 2 12.00 0.00 12.75 12.75 12.75 0.63 - Wall3-2 Seg 2 12.00 20.75 34.00 13.25 10.25 -- Segment 1 --20.75 26.00 5.25 -1.52 - Opening 1 --26.00 29.00 3.00 --6.00 Segment 2 --29.00 34.00 5.00 -1.60 - Level 1 Line 3 NSW 12.00 0.00 55.00 55.00 0.00 -9.00 Wall3-1 NSW 12.00 47.75 55.00 7.25 0.00 1.00 - Line 4 Level 2 Line 4 Seg 2 24.00 0.00 34.00 34.00 34.00 -8.00 Wall4-1 Seg 2 24.00 0.00 34.00 34.00 34.00 0.24 - Level 1 Line 4 2 24.00 0.00 55.00 55.00 50.00 -9.00 Wall4-1 Seg 2 24.00 0.00 55.00 55.00 50.00 -- Segment 1 --0.00 16.75 16.75 -0.54 - Opening 1 --16.75 21.75 5.00 --6.00 Segment 2 --21.75 55.00 33.25 -0.27 - East-west Type Wall Location Extent[ft]Length FHS Aspect Height Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft] Line A Level 2 Line A 2 0.00 12.00 24.00 12.00 8.00 -8.00 WallA-1 Seg 2 0.00 12.00 24.00 12.00 8.00 -- Segment 1 --12.00 16.00 4.00 -2.00 - Opening 1 --16.00 20.00 4.00 --6.00 Segment 2 --20.00 24.00 4.00 -2.00 - Level 1 Line A 1 0.00 0.00 24.00 24.00 7.00 -9.00 WallA-1 NSW 0.00 0.00 8.75 8.75 0.00 -- Segment 1 --0.00 1.75 1.75 -5.14 - Opening 1 --1.75 7.00 5.25 --4.00 Segment 2 --7.00 8.75 1.75 -5.14 - WallA-2 Seg 1 0.00 8.75 24.00 15.25 7.00 -- Segment 1 --8.75 9.25 0.50 -18.00 - Opening 1 --9.25 11.75 2.50 --6.00 Segment 2 --11.75 15.50 3.75 -2.40 - Opening 2 --15.50 20.75 5.25 --6.00 Segment 3 --20.75 24.00 3.25 -2.77 - Line B Level 2 Line B NSW 12.75 0.00 12.00 12.00 0.00 -8.00 WallB-1 NSW 12.75 0.00 12.00 12.00 0.00 1.00 - Line C Level 2 Line C NSW 24.00 0.00 23.50 23.50 0.00 -8.00 WallC-1 NSW 20.75 0.00 12.00 12.00 0.00 1.00 - Level 1 4 8 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Line C 3 24.00 0.00 24.00 24.00 8.50 -9.00 WallC-1 Seg 3 24.00 12.50 23.50 11.00 8.50 -- Segment 1 --12.50 18.00 5.50 -1.64 - Opening 1 --18.00 20.50 2.50 --6.00 Segment 2 --20.50 23.50 3.00 -3.00 - Line D Level 2 Line D 2 34.00 12.00 24.00 12.00 8.00 -8.00 WallD-1 Seg 2 34.00 12.00 24.00 12.00 8.00 -- Segment 1 --12.00 16.00 4.00 -2.00 - Opening 1 --16.00 20.00 4.00 --6.00 Segment 2 --20.00 24.00 4.00 -2.00 - Line E Level 1 Line E 2 44.00 0.00 24.00 24.00 7.50 -9.00 WallE-1 Seg 2 44.00 0.00 7.50 7.50 7.50 1.20 - WallE-2 NSW 47.75 7.50 12.00 4.50 0.00 1.00 - Line F Level 1 Line F 2 55.00 12.00 24.00 12.00 5.00 -9.00 WallF-1 Seg 2 55.00 12.00 24.00 12.00 5.00 -- Segment 1 --12.00 17.00 5.00 -1.80 - Opening 1 --17.00 23.00 6.00 --4.00 Segment 2 --23.00 24.00 1.00 -9.00 - Legend: Type-Seg = segmented,Prf = perforated,FT = force-transfer,NSW = non-shearwall Location-Dimension perpendicular towall FHS-Lengthof full-heightsheathingused toresistshearforce.Forperforatedwalls, it isbasedon the factoredsegmentsLidefined inSDPWS 4.3.4.3 AspectRatio–Ratioofwall height tosegment length(h/bs), for force-transferwalls, theaspectratioof thecentralpier WallGroup-Walldesigngroupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall If twowallgroupnumbers listed, theyare forrigid diaphragmand flexiblediaphragmdesign. 5 9 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 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 WRoof 1 W->E Wind Line -1.00 35.00 4.1 Block 1 WRoof MinW->E Wind Line -1.00 35.00 14.3 Block 1 WWall 1 W->E Wind Line 0.00 12.75 43.7 Block 1 WWall MinW->E Wind Line 0.00 12.75 32.0 Block 1 WWall 1 W->E Wind Line 12.75 20.75 43.7 Block 1 WWall MinW->E Wind Line 12.75 20.75 32.0 Block 1 WWall MinW->E Wind Line 20.75 34.00 32.0 Block 1 WWall 1 W->E Wind Line 20.75 34.00 43.7 Block 1 ERoof 1 W->E Lee Line -1.00 35.00 30.7 Block 1 ERoof MinW->E Lee Line -1.00 35.00 14.3 Block 1 EWall MinW->E Lee Line 0.00 34.00 32.0 Block 1 EWall 1 W->E Lee Line 0.00 34.00 28.7 Block 1 WRoof MinE->W Lee Line -1.00 35.00 14.3 Block 1 WRoof 1 E->W Lee Line -1.00 35.00 30.7 Block 1 WWall MinE->W Lee Line 0.00 12.75 32.0 Block 1 WWall 1 E->W Lee Line 0.00 12.75 28.7 Block 1 WWall 1 E->W Lee Line 12.75 20.75 28.7 Block 1 WWall MinE->W Lee Line 12.75 20.75 32.0 Block 1 WWall MinE->W Lee Line 20.75 34.00 32.0 Block 1 WWall 1 E->W Lee Line 20.75 34.00 28.7 Block 1 ERoof 1 E->W Wind Line -1.00 35.00 4.1 Block 1 ERoof MinE->W Wind Line -1.00 35.00 14.3 Block 1 EWall 1 E->W Wind Line 0.00 34.00 43.7 Block 1 EWall MinE->W Wind Line 0.00 34.00 32.0 Block 1 SWall 1 S->N Wind Line 0.00 12.00 43.7 Block 1 SWall MinS->N Wind Line 0.00 12.00 32.0 Block 1 SL Gable 1 S->N Wind Line 12.00 18.00 0.0 34.9 Block 1 SWall 1 S->N Wind Line 12.00 24.00 43.7 Block 1 SWall MinS->N Wind Line 12.00 24.00 32.0 Block 1 SL Gable MinS->N Wind Line 12.00 18.00 0.0 24.5 Block 1 SR Gable 1 S->N Wind Line 18.00 24.00 34.9 0.0 Block 1 SR Gable MinS->N Wind Line 18.00 24.00 24.5 0.0 Block 1 NWall MinS->N Lee Line 0.00 12.00 32.0 Block 1 NWall 1 S->N Lee Line 0.00 12.00 14.8 Block 1 NL Gable MinS->N Lee Line 12.00 18.00 0.0 24.5 Block 1 NL Gable 1 S->N Lee Line 12.00 18.00 0.0 11.3 Block 1 NWall MinS->N Lee Line 12.00 24.00 32.0 Block 1 NWall 1 S->N Lee Line 12.00 24.00 14.8 Block 1 NR Gable MinS->N Lee Line 18.00 24.00 24.5 0.0 Block 1 NR Gable 1 S->N Lee Line 18.00 24.00 11.3 0.0 Block 1 SWall 1 N->S Lee Line 0.00 12.00 14.8 Block 1 SWall MinN->S Lee Line 0.00 12.00 32.0 Block 1 SL Gable 1 N->S Lee Line 12.00 18.00 0.0 11.3 Block 1 SL Gable MinN->S Lee Line 12.00 18.00 0.0 24.5 Block 1 SWall 1 N->S Lee Line 12.00 24.00 14.8 Block 1 SWall MinN->S Lee Line 12.00 24.00 32.0 Block 1 SR Gable 1 N->S Lee Line 18.00 24.00 11.3 0.0 Block 1 SR Gable MinN->S Lee Line 18.00 24.00 24.5 0.0 Block 1 NWall MinN->S Wind Line 0.00 12.00 32.0 Block 1 NWall 1 N->S Wind Line 0.00 12.00 43.7 Block 1 NL Gable 1 N->S Wind Line 12.00 18.00 0.0 34.9 Block 1 NL Gable MinN->S Wind Line 12.00 18.00 0.0 24.5 Block 1 NWall MinN->S Wind Line 12.00 24.00 32.0 Block 1 NWall 1 N->S Wind Line 12.00 24.00 43.7 Block 1 NR Gable MinN->S Wind Line 18.00 24.00 24.5 0.0 Block 1 NR Gable 1 N->S Wind Line 18.00 24.00 34.9 0.0 Block 2 WL Gable MinW->E Wind Line 12.75 16.75 0.0 16.3 Block 2 WL Gable 1 W->E Wind Line 12.75 16.75 0.0 23.1 Block 2 WR Gable 1 W->E Wind Line 16.75 20.75 23.1 0.0 Block 2 WR Gable MinW->E Wind Line 16.75 20.75 16.3 0.0 Block 2 WL Gable MinE->W Lee Line 12.75 16.75 0.0 16.3 Block 2 WL Gable 1 E->W Lee Line 12.75 16.75 0.0 11.6 Block 2 WR Gable MinE->W Lee Line 16.75 20.75 16.3 0.0 Block 2 WR Gable 1 E->W Lee Line 16.75 20.75 11.6 0.0 Block 2 SCtrRoof 1 S->N Wind Line -1.00 11.00 2.9 Block 2 SCtrRoof MinS->N Wind Line -1.00 11.00 10.2 Block 2 SR Roof MinS->N Wind Line 11.00 16.00 10.2 0.0 Block 2 SR Roof 1 S->N Wind Line 11.00 16.00 2.9 0.0 Block 2 N CtrRoof Min S->N Lee Line -1.00 11.00 10.2 6 10 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 N CtrRoof 1 S->N Lee Line -1.00 11.00 21.8 Block 2 NR Roof MinS->N Lee Line 11.00 16.00 10.2 0.0 Block 2 NR Roof 1 S->N Lee Line 11.00 16.00 21.8 0.0 Block 2 SCtrRoof 1 N->S Lee Line -1.00 11.00 21.8 Block 2 SCtrRoof MinN->S Lee Line -1.00 11.00 10.2 Block 2 SR Roof 1 N->S Lee Line 11.00 16.00 21.8 0.0 Block 2 SR Roof MinN->S Lee Line 11.00 16.00 10.2 0.0 Block 2 NCtrRoof MinN->S Wind Line -1.00 11.00 10.2 Block 2 NCtrRoof 1 N->S Wind Line -1.00 11.00 2.9 Block 2 NR Roof 1 N->S Wind Line 11.00 16.00 2.9 0.0 Block 2 NR Roof MinN->S Wind Line 11.00 16.00 10.2 0.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall MinW->EWind Line 0.00 12.75 32.0 Block 1 WWall MinW->EWind Line 0.00 44.00 42.2 Block 1 WWall 1 W->EWind Line 0.00 12.75 41.4 Block 1 WWall 1 W->EWind Line 0.00 44.00 54.2 Block 1 WWall 1 W->EWind Line 12.75 20.75 41.4 Block 1 WWall MinW->EWind Line 12.75 20.75 32.0 Block 1 WWall MinW->EWind Line 20.75 34.00 32.0 Block 1 WWall 1 W->EWind Line 20.75 34.00 41.4 Block 1 WWall 1 W->EWind Line 44.00 47.75 54.2 Block 1 WWall MinW->EWind Line 44.00 47.75 42.2 Block 1 WWall 1 W->EWind Line 47.75 55.00 54.2 Block 1 WWall MinW->EWind Line 47.75 55.00 42.2 Block 1 EWall 1 W->E Lee Line 0.00 55.00 37.9 Block 1 EWall 1 W->E Lee Line 0.00 34.00 28.7 Block 1 EWall MinW->E Lee Line 0.00 55.00 42.2 Block 1 EWall MinW->E Lee Line 0.00 34.00 32.0 Block 1 WWall 1 E->W Lee Line 0.00 12.75 28.7 Block 1 WWall MinE->W Lee Line 0.00 44.00 42.2 Block 1 WWall MinE->W Lee Line 0.00 12.75 32.0 Block 1 WWall 1 E->W Lee Line 0.00 44.00 37.9 Block 1 WWall MinE->W Lee Line 12.75 20.75 32.0 Block 1 WWall 1 E->W Lee Line 12.75 20.75 28.7 Block 1 WWall MinE->W Lee Line 20.75 34.00 32.0 Block 1 WWall 1 E->W Lee Line 20.75 34.00 28.7 Block 1 WWall 1 E->W Lee Line 44.00 47.75 37.9 Block 1 WWall MinE->W Lee Line 44.00 47.75 42.2 Block 1 WWall MinE->W Lee Line 47.75 55.00 42.2 Block 1 WWall 1 E->W Lee Line 47.75 55.00 37.9 Block 1 EWall MinE->WWind Line 0.00 55.00 42.2 Block 1 EWall MinE->WWind Line 0.00 34.00 32.0 Block 1 EWall 1 E->WWind Line 0.00 34.00 41.4 Block 1 EWall 1 E->WWind Line 0.00 55.00 54.2 Block 1 SWall 1 S->NWind Line 0.00 12.00 41.4 Block 1 SWall 1 S->NWind Line 0.00 24.00 54.2 Block 1 SWall MinS->NWind Line 0.00 24.00 42.2 Block 1 SWall MinS->NWind Line 0.00 12.00 32.0 Block 1 SWall 1 S->NWind Line 12.00 24.00 41.4 Block 1 SWall MinS->NWind Line 12.00 24.00 32.0 Block 1 NWall 1 S->N Lee Line 0.00 7.50 19.6 Block 1 NWall MinS->N Lee Line 0.00 7.50 42.2 Block 1 NWall MinS->N Lee Line 0.00 12.00 32.0 Block 1 NWall 1 S->N Lee Line 0.00 12.00 14.8 Block 1 NWall 1 S->N Lee Line 7.50 12.00 19.6 Block 1 NWall MinS->N Lee Line 7.50 12.00 42.2 Block 1 NWall MinS->N Lee Line 12.00 24.00 32.0 Block 1 NWall 1 S->N Lee Line 12.00 24.00 19.6 Block 1 NWall MinS->N Lee Line 12.00 24.00 42.2 Block 1 NWall 1 S->N Lee Line 12.00 24.00 14.8 Block 1 SWall MinN->S Lee Line 0.00 24.00 42.2 Block 1 SWall 1 N->S Lee Line 0.00 12.00 14.8 Block 1 SWall MinN->S Lee Line 0.00 12.00 32.0 Block 1 SWall 1 N->S Lee Line 0.00 24.00 19.6 Block 1 SWall MinN->S Lee Line 12.00 24.00 32.0 Block 1 SWall 1 N->S Lee Line 12.00 24.00 14.8 Block 1 NWall MinN->SWind Line 0.00 12.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 7.50 54.2 Block 1 NWall MinN->SWind Line 0.00 7.50 42.2 Block 1 N Wall 1 N->S Wind Line 0.00 12.00 41.4 7 11 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 N Wall Min N->S Wind Line 7.50 12.00 42.2 Block 1 NWall 1 N->SWind Line 7.50 12.00 54.2 Block 1 NWall MinN->SWind Line 12.00 24.00 42.2 Block 1 NWall MinN->SWind Line 12.00 24.00 32.0 Block 1 NWall 1 N->SWind Line 12.00 24.00 54.2 Block 1 NWall 1 N->SWind Line 12.00 24.00 41.4 Block 3 WRoof MinW->EWind Line -0.75 45.00 16.9 Block 3 WRoof 1 W->EWind Line -0.75 45.00 -10.2 Block 3 ERoof MinW->E Lee Line -0.75 45.00 16.9 Block 3 ERoof 1 W->E Lee Line -0.75 45.00 36.3 Block 3 WRoof 1 E->W Lee Line -0.75 45.00 36.3 Block 3 WRoof MinE->W Lee Line -0.75 45.00 16.9 Block 3 ERoof 1 E->WWind Line -0.75 45.00 -10.2 Block 3 ERoof MinE->WWind Line -0.75 45.00 16.9 Block 3 SL Gable MinS->NWind Line 0.00 12.00 0.0 31.2 Block 3 SL Gable 1 S->NWind Line 0.00 12.00 0.0 44.6 Block 3 SR Gable MinS->NWind Line 12.00 24.00 31.2 0.0 Block 3 SR Gable 1 S->NWind Line 12.00 24.00 44.6 0.0 Block 3 NL Gable 1 S->N Lee Line 0.00 12.00 0.0 18.9 Block 3 NL Gable MinS->N Lee Line 0.00 12.00 0.0 31.2 Block 3 NR Gable MinS->N Lee Line 12.00 24.00 31.2 0.0 Block 3 NR Gable 1 S->N Lee Line 12.00 24.00 18.9 0.0 Block 3 SL Gable MinN->S Lee Line 0.00 12.00 0.0 31.2 Block 3 SL Gable 1 N->S Lee Line 0.00 12.00 0.0 18.9 Block 3 SR Gable MinN->S Lee Line 12.00 24.00 31.2 0.0 Block 3 SR Gable 1 N->S Lee Line 12.00 24.00 18.9 0.0 Block 3 NL Gable 1 N->SWind Line 0.00 12.00 0.0 44.6 Block 3 NL Gable MinN->SWind Line 0.00 12.00 0.0 31.2 Block 3 NR Gable MinN->SWind Line 12.00 24.00 31.2 0.0 Block 3 NR Gable 1 N->SWind Line 12.00 24.00 44.6 0.0 Block 4 WRoof MinW->EWind Line 44.00 48.75 12.0 Block 4 WRoof 1 W->EWind Line 44.00 48.75 -7.8 Block 4 ERoof MinW->E Lee Line 44.00 48.75 12.0 Block 4 ERoof 1 W->E Lee Line 44.00 48.75 25.8 Block 4 WRoof MinE->W Lee Line 44.00 48.75 12.0 Block 4 WRoof 1 E->W Lee Line 44.00 48.75 25.8 Block 4 ERoof MinE->WWind Line 44.00 48.75 12.0 Block 4 ERoof 1 E->WWind Line 44.00 48.75 -7.8 Block 4 NL Gable 1 S->N Lee Line 7.50 15.75 0.0 19.2 Block 4 NL Gable MinS->N Lee Line 7.50 15.75 0.0 21.4 Block 4 NR Gable MinS->N Lee Line 15.75 24.00 21.4 0.0 Block 4 NR Gable 1 S->N Lee Line 15.75 24.00 19.2 0.0 Block 4 NL Gable MinN->SWind Line 7.50 15.75 0.0 21.4 Block 4 NL Gable 1 N->SWind Line 7.50 15.75 0.0 30.5 Block 4 NR Gable 1 N->SWind Line 15.75 24.00 30.5 0.0 Block 4 NR Gable MinN->SWind Line 15.75 24.00 21.4 0.0 Block 5 WRoof 1 W->EWind Line 47.75 56.00 -5.8 Block 5 WRoof MinW->EWind Line 47.75 56.00 9.1 Block 5 ERoof MinW->E Lee Line 47.75 56.00 9.1 Block 5 ERoof 1 W->E Lee Line 47.75 56.00 19.5 Block 5 WRoof 1 E->W Lee Line 47.75 56.00 19.5 Block 5 WRoof MinE->W Lee Line 47.75 56.00 9.1 Block 5 ERoof MinE->WWind Line 47.75 56.00 9.1 Block 5 ERoof 1 E->WWind Line 47.75 56.00 -5.8 Block 5 NL Gable MinS->N Lee Line 12.00 18.00 0.0 15.6 Block 5 NL Gable 1 S->N Lee Line 12.00 18.00 0.0 13.9 Block 5 NR Gable 1 S->N Lee Line 18.00 24.00 13.9 0.0 Block 5 NR Gable MinS->N Lee Line 18.00 24.00 15.6 0.0 Block 5 NL Gable MinN->SWind Line 12.00 18.00 0.0 15.6 Block 5 NL Gable 1 N->SWind Line 12.00 18.00 0.0 22.1 Block 5 NR Gable MinN->SWind Line 18.00 24.00 15.6 0.0 Block 5 NR Gable 1 N->SWind Line 18.00 24.00 22.1 0.0 Legend: Block-Blockused in loadgeneration Accum.= loadsfromoneblockcombinedwithanother Manual=user-entered loads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhich loadsgeneratedorentered LoadCase-Oneof the following: ASCE7AllHeights:Case1or2 fromFig27.3-8orminimum loads from27.1.5 8 12 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 ASCE7Low-rise:ReferencecornerandCaseAorB fromFig28.3-1orminimum loads from28.3.4 WindDir-Directionofwind for loadswithpositivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardor leewardsideof thebuilding for loads ingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start= intensityofuniformandpointloadsorleftmost intensityof trapezoidalload,End = right intensityof trap load TribHt-Tributaryheightofarea loadsonly Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored)loads.Theprogramappliesa loadfactorof0.60towindloads beforedistributingthem to theshearlines. 9 13 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 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 3 Line -1.00 35.00 105.0 105.0 E-W Roof Block 1 4 Line -1.00 35.00 105.0 105.0 E-W Roof Block 2 1 Line 11.75 21.75 105.0 105.0 E-W Roof Block 2 3 Line 11.75 21.75 90.0 90.0 E-W R Gable Block 2 1 Line 12.75 16.75 20.4 0.0 E-W L Gable Block 2 1 Line 16.75 20.75 0.0 20.4 N-S Roof Block 1 A Line 11.00 25.00 270.0 270.0 N-S Roof Block 1 D Line 11.00 25.00 270.0 270.0 N-S Roof Block 2 B Line -1.00 12.00 75.0 75.0 N-S Roof Block 2 Line -1.00 12.00 75.0 75.0 N-S L Gable Block 1 A Line 12.00 18.00 30.6 0.0 N-S R Gable Block 1 A Line 18.00 24.00 0.0 30.6 N-S R Gable Block 1 D Line 12.00 18.00 30.6 0.0 N-S L Gable Block 1 D Line 18.00 24.00 0.0 30.6 BothWall 1-1 n/a 1 Line 12.75 20.75 40.0 40.0 BothWall 3-1 n/a 3 Line 0.00 12.75 40.0 40.0 BothWall 3-2 n/a 3 Line 20.75 34.00 40.0 40.0 BothWall 4-1 n/a 4 Line 0.00 34.00 40.0 40.0 BothWall A-1 n/a A Line 12.00 24.00 40.0 40.0 BothWall B-1 n/a B Line 0.00 12.00 40.0 40.0 BothWall C-1 n/a Line 0.00 12.00 40.0 40.0 BothWall D-1 n/a D Line 12.00 24.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 3 1 Line -0.75 45.00 195.0 195.0 E-W Roof Block 3 4 Line -0.75 45.00 195.0 195.0 E-W Roof Block 4 2 Line 44.00 48.75 138.8 138.8 E-W Roof Block 4 4 Line 44.00 48.75 138.8 138.8 E-W Roof Block 5 3 Line 47.75 56.00 105.0 105.0 E-W Roof Block 5 4 Line 47.75 56.00 105.0 105.0 E-W Floor F1 n/a 1 Line 0.00 44.00 144.0 144.0 BothWall 1-1 n/a 1 Line 12.75 20.75 40.0 40.0 E-W Floor F2 n/a 2 Line 44.00 47.75 99.0 99.0 BothWall 3-1 n/a 3 Line 0.00 12.75 40.0 40.0 BothWall 3-2 n/a 3 Line 20.75 34.00 40.0 40.0 E-W Floor F3 n/a 3 Line 47.75 55.00 72.0 72.0 E-W Floor F1 n/a 4 Line 0.00 44.00 144.0 144.0 BothWall 4-1 n/a 4 Line 0.00 34.00 40.0 40.0 E-W Floor F2 n/a 4 Line 44.00 47.75 99.0 99.0 E-W Floor F3 n/a 4 Line 47.75 55.00 72.0 72.0 N-S Roof Block 3 Line -1.00 25.00 343.1 343.1 N-S Roof Block 3 E Line -1.00 25.00 343.1 343.1 N-S Roof Block 4 E Line 6.50 25.00 28.1 28.1 N-S Roof Block 4 Line 6.50 25.00 43.1 43.1 N-S Roof Block 5 Line 11.00 25.00 54.4 54.4 N-S Roof Block 5 F Line 11.00 25.00 69.4 69.4 N-S L Gable Block 3 Line 0.00 12.00 39.0 0.0 N-S R Gable Block 3 Line 12.00 24.00 0.0 39.0 N-S R Gable Block 3 E Line 0.00 12.00 39.0 0.0 N-S L Gable Block 3 E Line 12.00 24.00 0.0 39.0 N-S R Gable Block 4 Line 7.50 15.75 26.8 0.0 N-S L Gable Block 4 Line 15.75 24.00 0.0 26.8 N-S R Gable Block 5 F Line 12.00 18.00 19.5 0.0 N-S L Gable Block 5 F Line 18.00 24.00 0.0 19.5 N-S Floor F1 n/a A Line 0.00 7.50 264.0 264.0 N-S Floor F2 n/a A Line 7.50 12.00 286.5 286.5 Both Wall A-1 n/a A Line 12.00 24.00 40.0 40.0 10 14 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 BUILDINGMASSES(continued) N-S Floor F3 n/a A Line 12.00 24.00 330.0 330.0 BothWall B-1 n/a B Line 0.00 12.00 40.0 40.0 BothWall C-1 n/a Line 0.00 12.00 40.0 40.0 BothWall D-1 n/a D Line 12.00 24.00 40.0 40.0 N-S Floor F1 n/a E Line 0.00 7.50 264.0 264.0 N-S Floor F2 n/a Line 7.50 12.00 286.5 286.5 N-S Floor F3 n/a F Line 12.00 24.00 330.0 330.0 BothWall 1-1 n/a 1 Line 0.00 44.00 45.0 45.0 BothWall 2-1 n/a 2 Line 44.00 47.75 45.0 45.0 BothWall 3-1 n/a 3 Line 47.75 55.00 45.0 45.0 BothWall 4-1 n/a 4 Line 0.00 55.00 45.0 45.0 BothWall A-1 n/a A Line 0.00 8.75 45.0 45.0 BothWall A-2 n/a A Line 8.75 24.00 45.0 45.0 BothWall C-1 n/a C Line 12.50 23.50 27.0 27.0 BothWall E-1 n/a E Line 0.00 7.50 45.0 45.0 BothWall E-2 n/a Line 7.50 12.00 45.0 45.0 BothWall F-1 n/a F Line 12.00 24.00 45.0 45.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Building element-Roof,gableend,wallor floorareaused togeneratemass,wallline foruser-applied masses,FloorF#-refer toPlanView for floor areanumber Wall line -Shearline thatequivalent line load isassignedto Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserappliedarea loadsonly 11 15 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line -1.00 0.00 49.4 49.4 E-W Point 0.00 0.00 156 156 E-W Line 0.00 11.75 68.3 68.3 E-W Line 11.75 12.75 114.1 114.1 E-W Point 12.75 12.75 113 113 E-W Line 12.75 16.75 114.1 118.9 E-W Line 16.75 20.75 118.9 114.1 E-W Point 20.75 20.75 113 113 E-W Line 20.75 21.75 114.1 114.1 E-W Line 21.75 34.00 68.3 68.3 E-W Point 34.00 34.00 156 156 E-W Line 34.00 35.00 49.4 49.4 N-S Line -1.00 0.00 35.3 35.3 N-S Point 0.00 0.00 94 94 N-S Line 0.00 11.00 54.1 54.1 N-S Line 11.00 12.00 181.2 181.2 N-S Point 12.00 12.00 245 245 N-S Line 12.00 18.00 145.9 160.3 N-S Line 18.00 24.00 160.3 145.9 N-S Point 24.00 24.00 320 320 N-S Line 24.00 25.00 127.1 127.1 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line -0.75 0.00 50.5 50.5 E-W Point 0.00 0.00 202 202 E-W Line 0.00 12.75 109.7 109.7 E-W Point 0.25 0.25 61 61 E-W Point 12.75 12.75 62 62 E-W Line 12.75 20.75 109.7 109.7 E-W Point 20.75 20.75 62 62 E-W Line 20.75 34.00 109.7 109.7 E-W Point 24.00 24.00 38 38 E-W Point 34.00 34.00 1713 1713 E-W Point 34.00 34.00 62 62 E-W Line 34.00 44.00 99.4 99.4 E-W Point 44.00 44.00 104 104 E-W Line 44.00 45.00 123.6 123.6 E-W Line 45.00 47.75 73.2 73.2 E-W Point 47.75 47.75 55 55 E-W Line 47.75 48.75 93.4 93.4 E-W Line 48.75 55.00 57.5 57.5 E-W Point 55.00 55.00 85 85 E-W Line 55.00 56.00 27.2 27.2 N-S Line -1.00 0.00 88.8 88.8 N-S Point 0.00 0.00 298 298 N-S Line 0.00 6.50 179.1 184.6 N-S Line 6.50 7.50 193.8 194.6 N-S Point 7.50 7.50 22 22 N-S Line 7.50 8.75 200.5 202.0 N-S Line 8.75 11.00 202.0 204.9 N-S Line 11.00 12.00 220.9 222.2 N-S Point 12.00 12.00 2070 2070 N-S Point 12.00 12.00 177 177 N-S Line 12.00 12.50 233.4 233.4 N-S Line 12.50 15.75 236.9 236.9 N-S Line 15.75 18.00 236.9 235.0 N-S Line 18.00 23.50 235.0 225.8 N-S Line 23.50 24.00 222.3 221.4 N-S Point 24.00 24.00 496 496 N-S Line 24.00 25.00 114.0 114.0 Legend: Loads in tablecanbeaccumulationof loads fromseveralbuildingmasses,so theydonotcorrespondwithaparticularbuilding element. Location-Startandendof load indirectionperpendiculartoseismic forcedirection 12 16 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored)loads.Theprogramappliesa loadfactorof0.70andredundancy factor toseismic loadsbeforedistributingthem totheshearlines. 13 17 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 DesignSummary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficientdesigncapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficientdesigncapacity. HOLDDOWNDESIGN WindLoads,FlexibleDiaphragm Allhold-downshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm Allhold-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 forpossible issuesregardingfastenerslippage(SDPWSTableC4.2.2D). 14 18 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 FlexibleDiaphragmWind 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 - - 1820 - - -339 --9667 - Wall1-1 2 Both - - 1820 -1.0 -339 --9667 - Seg. 1 -Both 63.7 0.0 335 -1.0 -339 -339 1777 0.19 Seg. 2 -Both 56.7 0.0 227 -.89 -301 -301 1204 0.19 Seg. 3 -Both 63.7 0.0 319 -1.0 -339 -339 1693 0.19 Seg. 4 -Both 63.7 0.0 940 -1.0 -339 -339 4993 0.19 Line 3 Level 2 Ln3, Lev2 -Both - - 954 - - -339 --7786 - Wall3-1 2 Both 41.5 - 529 -1.0 -339 -339 4316 0.12 Wall3-2 2 Both - - 425 -1.0 -339 --3470 - Seg. 1 -Both 41.5 0.0 218 -1.0 -339 -339 1777 0.12 Seg. 2 -Both 41.5 0.0 207 -1.0 -339 -339 1693 0.12 Line 4 Ln4, Lev2 2 Both 9.4 - 321 -1.0 -339 -339 11510 0.03 Level 1 Ln4, Lev1 -Both - - 2202 - - -339 --16926 - Wall4-1 2 Both - - 2202 -1.0 -339 --16926 - Seg. 1 -Both 44.0 0.0 738 -1.0 -339 -339 5670 0.13 Seg. 2 -Both 44.0 0.0 1464 -1.0 -339 -339 11256 0.13 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 2 LnA, Lev2 -W->E - - 1143 - - -339 --2708 - -E->W - - 1129 - - -339 --2708 - WallA-1 2 W->E - - 1143 -1.0 -339 --2708 - 2 E->W - - 1129 -1.0 -339 --2708 - Seg. 1 -W->E 142.9 0.0 572 -1.0 -339 -339 1354 0.42 -E->W 141.2 0.0 565 -1.0 -339 -339 1354 0.42 Seg. 2 -W->E 142.9 0.0 572 -1.0 -339 -339 1354 0.42 -E->W 141.2 0.0 565 -1.0 -339 -339 1354 0.42 Level 1 LnA, Lev1 -W->E - - 2511 - - -638 --3491 - -E->W - - 2497 - - -638 --3491 - WallA-2 1 W->E - - 2511 -1.0 -638 --3491 - 1 E->W - - 2497 -1.0 -638 --3491 - Seg. 1 -Both 0.0 0.0 0 -1.0 -638 -638 - - Seg. 2 -W->E 382.4 0.0 1434 -.83 -532 -532 1994 0.72 -E->W 380.3 0.0 1426 -.83 -532 -532 1994 0.72 Seg. 3 -W->E 331.4 0.0 1077 -.72 -461 -461 1497 0.72 -E->W 329.6 0.0 1071 -.72 -461 -461 1497 0.72 Line C LnC, Lev1 -W->E - - 2952 - - -495 --3711 - -E->W - - 2945 - - -495 --3711 - WallC-1 3 W->E - - 2952 -1.0 -495 --3711 - 3 E->W - - 2945 -1.0 -495 --3711 - Seg. 1 -W->E 393.6 0.0 2165 -1.0 -495 -495 2721 0.80 -E->W 392.7 0.0 2160 -1.0 -495 -495 2721 0.79 Seg. 2 -W->E 262.4 0.0 787 -.67 -330 -330 990 0.80 -E->W 261.8 0.0 785 -.67 -330 -330 990 0.79 Line D Level 2 LnD, Lev2 -W->E - - 1142 - - -339 --2708 - -E->W - - 1129 - - -339 --2708 - WallD-1 2 W->E - - 1142 -1.0 -339 --2708 - 2 E->W - - 1129 -1.0 -339 --2708 - Seg. 1 -W->E 142.8 0.0 571 -1.0 -339 -339 1354 0.42 -E->W 141.1 0.0 564 -1.0 -339 -339 1354 0.42 Seg. 2 -W->E 142.8 0.0 571 -1.0 -339 -339 1354 0.42 -E->W 141.1 0.0 564 -1.0 -339 -339 1354 0.42 Line E Level 1 15 19 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 SHEARRESULTS(flexiblewinddesign,continued) LnE, Lev1 -W->E - - 1765 - - -339 - -2539 - -E->W - - 1758 - - -339 --2539 - WallE-1 2 W->E 235.3 - 1765 -1.0 -339 -339 2539 0.70 2 E->W 234.4 - 1758 -1.0 -339 -339 2539 0.69 Line F LnF, Lev1 -Both - - 364 - - -339 --1693 - WallF-1 2 Both - - 364 -1.0 -339 --1693 - Seg. 1 -Both 72.7 0.0 364 -1.0 -339 -339 1693 0.21 Seg. 2 -Both 0.0 0.0 0 -1.0 -339 -339 - - Legend: WGp-Wall designgroupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswallis critical forallwalls in theStandardWallgroup. ForDir-Directionofwindforcealongshearline. v-Designshear forceonsegment = ASD-factoredshearforceperunit lengthoffull-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorandin-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHSis factored fornarrowsegmentsas per4.3.4.3 Force-transferwalls:Shear forceinpiersaboveandbeloweitheropeningsorpiersbesideopening(s).Aspectratio factordoesnotapplyto these piers. V-ASD factoredshear force.Forshearline: totalshearline 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 factor forperforatedwalls fromSDPWSEquation4.3-5. C-Sheathingcombinationrule,A=Addcapacities,S = Strongestside or twiceweakest,G = Stiffness-basedusingSDPWS4.3-3. Cmb-Combinedinteriorandexteriorunitshearcapacityincludingperforatedwall factorCo. V–Totalfactoredshearcapacityofshearline,wall orsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."S" indicates thatthewinddesigncriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,4. 16 20 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 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 0.12 Min 602 602 LIMIT w/o 1500 0.40 1-1 L Op 1 0.00 5.13 Min 602 602 LIMIT w/o 1500 0.40 1-1 R Op 1 0.00 9.38 Min 544 544 LIMIT w/o 1500 0.36 1-1 L Op 2 0.00 13.13 Min 544 544 LIMIT w/o 1500 0.36 1-1 R Op 2 0.00 20.37 Min 604 604 LIMIT w/o 1500 0.40 1-1 L Op 3 0.00 25.13 Min 604 604 LIMIT w/o 1500 0.40 1-1 R Op 3 0.00 29.38 Min 584 584 LIMIT w/o 1500 0.39 1-1 R End 0.00 43.88 Min 584 584 LIMIT w/o 1500 0.39 Line 3 V Elem 12.00 0.12 Min 339 339 Refer to upperlevel V Elem 12.00 12.63 Min 339 339 Refer to upperlevel V Elem 12.00 20.88 Min 349 349 Refer to upperlevel V Elem 12.00 25.88 Min 349 349 Refer to upperlevel V Elem 12.00 29.13 Min 349 349 Refer to upperlevel V Elem 12.00 33.87 Min 349 349 Refer to upperlevel Line 4 4-1 L End 24.00 0.12 Min 478 478 LIMIT w/o 1500 0.32 4-1 L Op 1 24.00 16.62 Min 402 402 LIMIT w/o 1500 0.27 4-1 R Op 1 24.00 21.88 Min 399 399 LIMIT w/o 1500 0.27 V Elem 24.00 33.87 Min 76 76 Refer to upperlevel 4-1 R End 24.00 54.88 Min 399 399 LIMIT w/o 1500 0.27 Line A A-2 R Op 1 11.88 0.00 1 3687 3687 STHD14 (8"3815 0.97 V Elem 12.13 0.00 1 1375 1375 Refer to upperlevel A-2 L Op 2 15.38 0.00 1 4766 4766 HDU5 (4x6)5645 0.84 A-2 R Op 2 20.88 0.00 1 4344 4344 HDU5 (4x6)5645 0.77 A-2 R End 23.88 0.00 1 4571 4571 HDU5 (4x6)5645 0.81 Line C C-1 L End 12.63 24.00 1 3711 3711 HDU5-SDS2.4340 0.86 C-1 L Op 1 17.87 24.00 1 3703 3703 HDU5-SDS2.4340 0.85 C-1 R Op 1 20.63 24.00 1 2576 2576 HDU5-SDS2.4340 0.59 C-1 R End 23.38 24.00 1 2570 2570 HDU5-SDS2.4340 0.59 Line D V Elem 12.13 34.00 1 1374 1374 Refer to upperlevel V Elem 15.88 34.00 1 1357 1357 Refer to upperlevel V Elem 20.13 34.00 1 1374 1374 Refer to upperlevel V Elem 23.88 34.00 1 1357 1357 Refer to upperlevel Line E E-1 L End 0.12 44.00 1 2190 2190 STHD14 (8"3815 0.57 E-1 R End 7.38 44.00 1 2182 2182 STHD14 (8"3815 0.57 Line F F-1 L End 12.13 55.00 1 689 689 LIMIT w/o 1500 0.46 F-1 L Op 1 16.88 55.00 1 689 689 LIMIT w/o 1500 0.46 Level 2 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 3 3-1 L End 12.00 0.12 Min 339 339 LIMIT w/o 1500 0.23 3-1 R End 12.00 12.63 Min 339 339 LIMIT w/o 1500 0.23 3-2 L End 12.00 20.88 Min 349 349 LIMIT w/o 1500 0.23 3-2 L Op 1 12.00 25.88 Min 349 349 LIMIT w/o 1500 0.23 3-2 R Op 1 12.00 29.13 Min 349 349 LIMIT w/o 1500 0.23 3-2 R End 12.00 33.87 Min 349 349 LIMIT w/o 1500 0.23 Line 4 4-1 L End 24.00 0.12 Min 76 76 LIMIT w/o 1500 0.05 4-1 R End 24.00 33.87 Min 76 76 LIMIT w/o 1500 0.05 Line A A-1 L End 12.13 0.00 1 1375 1375 LIMIT w/o 1500 0.92 A-1 L Op 1 15.88 0.00 1 1358 1358 LIMIT w/o 1500 0.91 A-1 R Op 1 20.13 0.00 1 1375 1375 LIMIT w/o 1500 0.92 A-1 R End 23.88 0.00 1 1358 1358 LIMIT w/o 1500 0.91 Line D D-1 L End 12.13 34.00 1 1374 1374 LIMIT w/o 1500 0.92 D-1 L Op 1 15.88 34.00 1 1357 1357 LIMIT w/o 1500 0.90 D-1 R Op 1 20.13 34.00 1 1374 1374 LIMIT w/o 1500 0.92 D-1 R End 23.88 34.00 1 1357 1357 LIMIT w/o 1500 0.90 Legend: 17 21 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 Line-Wall: Atwalloropening–Shearline andwallnumberAtvertical element-Shearline Posit'n-Positionofstud thathold-down isattached to: VElem-Vertical element:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd-At leftorrightwallend LorROpn-At leftorrightsideofopening n t@Opn-Uplift force tatopeningn fromoffsetopening inperforatedwallabove, fromSDPWS4.3.6.2.1 Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical load case: 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 theuplift force t fromperforatedwalls fromSDPWS4.3.6.2.1 whenopeningsarestaggered. Hold-down–Deviceusedfromhold-downdatabase Cap–AllowableASD tension load Crit.Resp.-CriticalResponse = CombinedASDforce / AllowableASD tension load Notes: Refer toShearResults tableforfactorCo,andshearlinedimensions tablefor thesumofLi, usedtocalculate tensionforceTforperforatedwalls fromSDPWSEqn.4.3-8. Designerisresponsiblefordesignofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 18 22 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 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 5.25 1 117 -117 1-1 Right Opening 1 0.00 9.25 1 -48 48 1-1 Left Opening 2 0.00 13.25 1 13 -13 1-1 Right Opening 2 0.00 20.25 1 -276 276 1-1 Left Opening 3 0.00 25.25 1 -165 165 1-1 Right Opening 3 0.00 29.25 1 -330 330 Line 4 4-1 Left Opening 1 24.00 16.75 1 67 -67 4-1 Right Opening 1 24.00 21.75 1 -133 133 Line A A-2 Right Opening 1 11.75 0.00 1 -1229 1223 A-2 Left Opening 2 15.50 0.00 1 -188 187 A-2 Right Opening 2 20.75 0.00 1 -737 733 Line C C-1 Left Wall End 12.50 24.00 1 -1538 1534 C-1 Left Opening 1 18.00 24.00 1 -49 49 C-1 Right Opening 1 20.50 24.00 1 -357 356 C-1 Right Wall End 23.50 24.00 1 62 -61 Line E E-1 Right Wall End 7.50 44.00 1 1213-1208 Line F F-1 Left Opening 1 17.00 55.00 1 212 -212 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 3 3-1 Right Wall End 12.00 12.75 1 171 -171 3-2 Left Wall End 12.00 20.75 1 -53 53 3-2 Left Opening 1 12.00 26.00 1 17 -17 3-2 Right Opening 1 12.00 29.00 1 -67 67 Line A A-1 Left Opening 1 16.00 0.00 1 191 -188 A-1 Right Opening 1 20.00 0.00 1 -191 188 Line D D-1 Left Opening 1 16.00 34.00 1 190 -188 D-1 Right Opening 1 20.00 34.00 1 -190 188 Legend: Line-Wall-Shearlineandwallnumber Position…-Sideofopeningorwall end thatdragstrut isattachedto Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical load case: ASCE7All heightsCase1or 2 ASCE7Low-risecorner;CaseAor B DragstrutForce-Axial force in transferelementatopenings,gaps,orchanges indesignshearalongshearline.+ : tension;- : compression. BasedonASD-factoredshearline force(vmaxfrom4.3.6.4.1.1forperforatedwalls) Strap/BlockingForce–For force-transferwalls, force transferredfromaboveandbelowopeningtoshearwallpier. ->Due toshearline force in thewest-to-eastorsouth-to-northdirection <-Due toshearline force in theeast-to-westornorth-to-southdirection 19 23 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 Flexible Diaphragm Seismic Design SEISMICINFORMATION Level Mass Area Story Shear[lbs]DiaphragmForce[lbs] [lbs][sq.ft]E-W N-S E-W:Fpx Design N-S:Fpx Design 2 14598 504.0 3436 3436 2469 2469 2469 2469 1 48673 1204.9 6298 6298 8231 11229 8231 11854 All 63271 -9734 9734 -- - - Legend: Mass–Sumofallgeneratedandinputbuilding masseson level=wx inASCE7equation12.8-12. StoryShear–Total unfactored(strength-level)shear force inducedat levelx, = Fx inASCE7equation12.8-11. DiaphragmForce–MinimumASD-factored forcefordiaphragmdesign, usedbyShearwallsonlyfordragstrut forces,asperException to12.10.2.1. Fpx is fromEqns.12.10-1,-2,and-3.Design = Thegreaterof thestoryshearandFpx + transferforces 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. 20 24 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 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 - - 2758 - - -242 --6905 - Wall1-1 2 Both - - 2758 -1.0 -242 --6905 - Seg. 1 -Both 96.6 0.0 507 -1.0 -242 -242 1269 0.40 Seg. 2 -Both 85.9 0.0 343 -.89 -215 -215 860 0.40 Seg. 3 -Both 96.6 0.0 483 -1.0 -242 -242 1209 0.40 Seg. 4 -Both 96.6 0.0 1425 -1.0 -242 -242 3567 0.40 Line 3 Level 2 Ln3, Lev2 -Both - - 1449 - - -242 --5561 - Wall3-1 2 Both 63.0 - 803 -1.0 -242 -242 3083 0.26 Wall3-2 2 Both - - 646 -1.0 -242 --2478 - Seg. 1 -Both 63.0 0.0 331 -1.0 -242 -242 1269 0.26 Seg. 2 -Both 63.0 0.0 315 -1.0 -242 -242 1209 0.26 Line 4 Ln4, Lev2 2 Both 28.1 - 956 -1.0 -242 -242 8221 0.12 Level 1 Ln4, Lev1 -Both - - 4056 - - -242 --12090 - Wall4-1 2 Both - - 4056 -1.0 -242 --12090 - Seg. 1 -Both 81.1 0.0 1359 -1.0 -242 -242 4050 0.34 Seg. 2 -Both 81.1 0.0 2697 -1.0 -242 -242 8040 0.34 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 - - 1206 - - -242 --1934 - WallA-1 2 Both - - 1206 -1.0 -242 --1934 - Seg. 1 -Both 150.8 0.0 603 -1.0 -242 -242 967 0.62 Seg. 2 -Both 150.8 0.0 603 -1.0 -242 -242 967 0.62 Level 1 LnA, Lev1 -Both - - 2364 - - -456 --2494 - WallA-2 1^Both - - 2364 -1.0 -456 --2494 - Seg. 1 -Both 0.0 0.0 0 -1.0 -456 -456 - - Seg. 2 -Both 360.0 0.0 1350 -.83 -380 -380 1424 0.95 Seg. 3 -Both 312.0 0.0 1014 -.72 -329 -329 1070 0.95 Line C LnC, Lev1 -Both - - 2381 - - -353 --2651 - WallC-1 3^Both - - 2381 -1.0 -353 --2651 - Seg. 1 -Both 317.5 0.0 1746 -1.0 -353 -353 1944 0.90 Seg. 2 -Both 211.6 0.0 635 -.67 -236 -236 707 0.90 Line D Level 2 LnD, Lev2 -Both - - 1199 - - -242 --1934 - WallD-1 2 Both - - 1199 -1.0 -242 --1934 - Seg. 1 -Both 149.9 0.0 599 -1.0 -242 -242 967 0.62 Seg. 2 -Both 149.9 0.0 599 -1.0 -242 -242 967 0.62 Line E Level 1 LnE, Lev1 -Both - - 1738 - - -242 --1814 - WallE-1 2^Both 231.7 - 1738 -1.0 -242 -242 1814 0.96 Line F LnF, Lev1 -Both - - 331 - - -242 --1209 - WallF-1 2 Both - - 331 -1.0 -242 --1209 - Seg. 1 -Both 66.2 0.0 331 -1.0 -242 -242 1209 0.27 Seg. 2 -Both 0.0 0.0 0 -1.0 -242 -242 - - Legend: WGp-Wall designgroupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswallis critical forallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. v-Designshear forceonsegment = ASD-factoredshearforceperunit lengthoffull-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorandin-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHSis factored fornarrowsegmentsas per4.3.4.3 Force-transferwalls:Shear forceinpiersaboveandbeloweitheropeningsorpiersbesideopening(s).Aspectratio factordoesnotapplyto these piers. V-ASD factoredshear force.Forshearline: totalshearline force.Forwall: totalofallsegmentsonwall.Forsegment: forceonsegment Asp/Cub–Forwall:Unblockedstructuralwoodpanel factorCub fromSDPWS4.3.3.2.Forsegmentor force-transferpier:Aspectratioadjustment fromSDPWS4.3.3.4.1 21 25 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 Int-Unitshearcapacityof interiorsheathing;Ext-Unitshearcapacityofexteriorsheathing.Forwall:Unfactored.Forsegment:IncludeCub factor andaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-5. C-Sheathingcombinationrule,A=Addcapacities,S = Strongestside or twiceweakest,G = Stiffness-basedusingSDPWS4.3-3. Cmb-Combinedinteriorandexteriorunitshearcapacityincludingperforatedwall factorCo. V–Totalfactoredshearcapacityofshearline,wall orsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."W" indicates thatthewinddesigncriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,4. 22 26 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 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 0.12 913 913 LIMIT w/o 1500 0.61 1-1 L Op 1 0.00 5.13 913 913 LIMIT w/o 1500 0.61 1-1 R Op 1 0.00 9.38 824 824 LIMIT w/o 1500 0.55 1-1 L Op 2 0.00 13.13 824 824 LIMIT w/o 1500 0.55 1-1 R Op 2 0.00 20.37 915 915 LIMIT w/o 1500 0.61 1-1 L Op 3 0.00 25.13 915 915 LIMIT w/o 1500 0.61 1-1 R Op 3 0.00 29.38 884 884 LIMIT w/o 1500 0.59 1-1 R End 0.00 43.88 884 884 LIMIT w/o 1500 0.59 Line 3 V Elem 12.00 0.12 514 514 Refer to upper level V Elem 12.00 12.63 514 514 Refer to upper level V Elem 12.00 20.88 529 529 Refer to upper level V Elem 12.00 25.88 529 529 Refer to upper level V Elem 12.00 29.13 530 530 Refer to upper level V Elem 12.00 33.87 530 530 Refer to upper level Line 4 4-1 L End 24.00 0.12 968 968 LIMIT w/o 1500 0.65 4-1 L Op 1 24.00 16.62 741 741 LIMIT w/o 1500 0.49 4-1 R Op 1 24.00 21.88 736 736 LIMIT w/o 1500 0.49 V Elem 24.00 33.87 227 227 Refer to upper level 4-1 R End 24.00 54.88 736 736 LIMIT w/o 1500 0.49 Line A A-2 R Op 1 11.88 0.00 3471 3471 STHD14(8"3815 0.91 V Elem 12.13 0.00 1450 1450 Refer to upper level A-2 L Op 2 15.38 0.00 4645 4645 HDU5 (4x6)5645 0.82 A-2 R Op 2 20.88 0.00 4216 4216 HDU5 (4x6)5645 0.75 A-2 R End 23.88 0.00 4492 4492 HDU5 (4x6)5645 0.80 Line C C-1 L End 12.63 24.00 2993 2993 HDU5-SDS2.4340 0.69 C-1 L Op 1 17.87 24.00 2993 2993 HDU5-SDS2.4340 0.69 C-1 R Op 1 20.63 24.00 2078 2078 HDU5-SDS2.4340 0.48 C-1 R End 23.38 24.00 2078 2078 HDU5-SDS2.4340 0.48 Line D V Elem 12.13 34.00 1442 1442 Refer to upper level V Elem 15.88 34.00 1442 1442 Refer to upper level V Elem 20.13 34.00 1442 1442 Refer to upper level V Elem 23.88 34.00 1442 1442 Refer to upper level Line E E-1 L End 0.12 44.00 2157 2157 STHD14(8"3815 0.57 E-1 R End 7.38 44.00 2157 2157 STHD14(8"3815 0.57 Line F F-1 L End 12.13 55.00 627 627 LIMIT w/o 1500 0.42 F-1 L Op 1 16.88 55.00 627 627 LIMIT w/o 1500 0.42 Level 2 TensileASD Line-Location[ft]HolddownForce[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 3 3-1 L End 12.00 0.12 514 514 LIMIT w/o 1500 0.34 3-1 R End 12.00 12.63 514 514 LIMIT w/o 1500 0.34 3-2 L End 12.00 20.88 529 529 LIMIT w/o 1500 0.35 3-2 L Op 1 12.00 25.88 529 529 LIMIT w/o 1500 0.35 3-2 R Op 1 12.00 29.13 530 530 LIMIT w/o 1500 0.35 3-2 R End 12.00 33.87 530 530 LIMIT w/o 1500 0.35 Line 4 4-1 L End 24.00 0.12 227 227 LIMIT w/o 1500 0.15 4-1 R End 24.00 33.87 227 227 LIMIT w/o 1500 0.15 Line A A-1 L End 12.13 0.00 1450 1450 LIMIT w/o 1500 0.97 A-1 L Op 1 15.88 0.00 1450 1450 LIMIT w/o 1500 0.97 A-1 R Op 1 20.13 0.00 1450 1450 LIMIT w/o 1500 0.97 A-1 R End 23.88 0.00 1450 1450 LIMIT w/o 1500 0.97 Line D D-1 L End 12.13 34.00 1442 1442 LIMIT w/o 1500 0.96 D-1 L Op 1 15.88 34.00 1442 1442 LIMIT w/o 1500 0.96 D-1 R Op 1 20.13 34.00 1442 1442 LIMIT w/o 1500 0.96 D-1 R End 23.88 34.00 1442 1442 LIMIT w/o 1500 0.96 Legend: 23 27 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 Line-Wall: Atwalloropening–Shearline andwallnumber Atvertical element-Shearline Posit'n-Positionofstudthathold-down isattached to: VElem-Vertical element:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd-At leftorrightwallend LorROpn-At leftorrightsideofopening n t@Opn-Uplift force tatopeningn 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.Mayalsoincludetheupliftforce t fromperforatedwalls fromSDPWS 4.3.6.2.1whenopeningsarestaggered. Hold-down–Deviceusedfromhold-downdatabase Cap–AllowableASD tension load Crit.Resp.–CriticalResponse = CombinedASDforce/AllowableASD tension load Notes: CombinedforcefromASCE72.4.1 loadcombination 10 =-(0.6D-0.7Ev + 0.7Eh);Eh(from12.4.2.1) = -shearoverturningforce Refer toShearResults tableforfactorCo,andshearlinedimensions tablefor thesumofLi, usedtocalculate tensionforceTforperforatedwalls fromSDPWSEqn.4.3-8. Designerisresponsiblefordesignofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 24 28 of 97 WoodWorks®Shearwalls 1361-SHEAR.wsw Sep. 8,202210:03:16 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 7010 7010 1-1 Left Opening 1 0.00 5.25 452 -452 1-1 Right Opening 1 0.00 9.25 -185 185 1-1 Left Opening 2 0.00 13.25 51 -51 1-1 Right Opening 2 0.00 20.25 -1065 1065 1-1 Left Opening 3 0.00 25.25 -634 634 1-1 Right Opening 3 0.00 29.25 -1271 1271 Line 4 Shearline force 9002 9002 4-1 Left Opening 1 24.00 16.75 274 -274 4-1 Right Opening 1 24.00 21.75 -544 544 Line A Shearline force 4210 4210 A-2 Right Opening 1 11.75 0.00 -2061 2061 A-2 Left Opening 2 15.50 0.00 -315 315 A-2 Right Opening 2 20.75 0.00 -1236 1236 Line C Shearline force 6031 6031 C-1 Left Wall End 12.50 24.00 -3141 3141 C-1 Left Opening 1 18.00 24.00 -101 101 C-1 Right Opening 1 20.50 24.00 -729 729 C-1 Right Wall End 23.50 24.00 126 -126 Line E Shearline force 4530 4530 E-1 Right Wall End 7.50 44.00 3114-3114 Line F Shearline force 773 773 F-1 Left Opening 1 17.00 55.00 451 -451 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 3 Shearline force 1487 1487 3-1 Right Wall End 12.00 12.75 267 -267 3-2 Left Wall End 12.00 20.75 -83 83 3-2 Left Opening 1 12.00 26.00 27 -27 3-2 Right Opening 1 12.00 29.00 -105 105 Line A Shearline force 1238 1238 A-1 Left Opening 1 16.00 0.00 206 -206 A-1 Right Opening 1 20.00 0.00 -206 206 Line D Shearline force 1231 1231 D-1 Left Opening 1 16.00 34.00 205 -205 D-1 Right Opening 1 20.00 34.00 -205 205 Legend: Line-Wall-Shearlineandwallnumber Position…-Sideofopeningorwall end thatdragstrut isattachedto Location-Co-ordinates inPlanView DragstrutForce-Axial force in transferelementatopenings,gaps,orchanges indesignshearalongshearline.+ : tension;- : compression. BasedonASD-factoredshearline forceshown.ForSDCC-F, it is thegreaterof thedesignshearline forceand thediaphragmforceFpx,added toshearline force fromstoryaboveandto forces transferred fromdiscontinuousshearlines factoredbyoverstrength(omega)asper12.10.1.1. Refer toSeismic Information table fordiaphragm forcesandomega factor. ForSDCD-F, ifhorizontal torsional irregularities2,3,or4are input,orverticalirregularity4detectedor input,25% increase from12.3.3.4applied. Forperforatedwalls, this forceisconverted tovmaxusing4.3.6.4.1.1. Strap/BlockingForce–For force-transferwalls, force transferredfromaboveandbelowopeningtoshearwallpier. ->Due toshearline force in thewest-to-eastorsouth-to-northdirection <-Due toshearline force in theeast-to-westornorth-to-southdirection 25 29 of 97 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)1361-SHEAR(Gar.Ext.).wsw Sep.8,202210:03:23 0'5'10'15'20'25'30' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' F-1 A-2 E-2 E-1 A-1 C-1 D-1 F-2 Segmented Perforated Force-transfer Non-shearwall Aspectfactor Orange=Selectedwall(s) Level1of 2 30 of 97 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)1361-SHEAR(Gar.Ext.).wsw Sep.8,202210:03:23 0'5'10'15'20'25'30' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' D-1 A-1 B-1 C-1 Segmented Perforated Force-transfer Non-shearwall Aspectfactor Orange=Selectedwall(s) Level2of 2 31 of 97 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls2019(Update3) 1361-SHEAR(Gar.Ext.).wsw Sep.9,202210:36:36 Project Information COMPANYANDPROJECT INFORMATION Company Project Phillips Structural Engineering PO Box108 Milton, WA 98354 DESIGNSETTINGS DesignCode IBC 2018/AWC SDPWS 2015 WindStandard ASCE7-16 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) 3.08 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 Appliedloads Dragstruts Appliedloads Shearwallrelativerigidity:Wall capacity PerforatedshearwallCofactor:SDPWS Equation4.3-5 Non-identical materialsandconstructionontheshearline:Not allowed DeflectionEquation:Nodeflectionanalysis Drift limitforwinddesign:1/ 500 storyheight Force-transferstrap:Continuous at top ofhighest openingand bottom of lowest SITE INFORMATION RiskCategory CategoryII - All others Wind ASCE 7-16Directional(Allheights) Seismic ASCE 7-16 12.8EquivalentLateral Force Procedure DesignWindSpeed 110mph Exposure Exposure B Enclosure Partiallyenclosed StructureType Regular BuildingSystem BearingWall 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 0.187s 0.187s ApproximateTa 0.187s 0.187s Maximum T 0.262s 0.262s 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 16psf 8 psf ServiceabilityWindSpeed 100mph 1 32 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 20.54 0.0 Level2 12.54 9.3 8.00 Level1 2.77 9.3 9.00 Foundation 2.00 BLOCKandROOF INFORMATION Block Roof Panels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story N-SRidge LocationX,Y =12.00 0.00 North Gable 90.0 1.00 ExtentX,Y =12.00 34.00 South Gable 90.0 1.00 RidgeXLocation,Offset 18.00 0.00 East Side 27.0 1.00 Ridge Elevation,Height 23.60 3.06 West Side 27.0 1.00 Block 2 2 Story E-WRidge LocationX,Y =0.00 12.75 North Side 27.0 1.00 ExtentX,Y =12.00 8.00 South Side 27.0 1.00 Ridge Y Location,Offset 16.75 0.00 East Joined 153.0 1.00 Ridge Elevation,Height 22.58 2.04 West Gable 90.0 1.00 Block 3 1 Story N-SRidge LocationX,Y =0.00 0.25 North Gable 90.0 1.00 ExtentX,Y =24.25 43.75 South Gable 90.0 1.00 RidgeXLocation,Offset 12.13 0.00 East Side 18.0 1.00 Ridge Elevation,Height 24.48 3.94 West Side 18.0 1.00 Block 4 1 Story N-SRidge LocationX,Y =7.50 44.00 North Gable 90.0 1.00 ExtentX,Y =16.50 3.75 South Joined 90.0 1.00 RidgeXLocation,Offset 15.75 0.00 East Side 18.0 1.00 Ridge Elevation,Height 23.22 2.68 West Side 18.0 1.00 Block 5 1 Story N-SRidge LocationX,Y =12.00 47.75 North Gable 90.0 1.00 ExtentX,Y =12.00 7.25 South Joined 90.0 1.00 RidgeXLocation,Offset 18.00 0.00 East Side 18.0 1.00 Ridge Elevation,Height 22.49 1.95 West Side 18.0 1.00 Block 6 1 Story E-WRidge LocationX,Y =24.25 33.25 North Side 14.0 1.00 ExtentX,Y =4.75 19.75 South Side 14.0 1.00 Ridge Y Location,Offset 43.13 0.00 East Gable 90.0 1.00 Ridge Elevation,Height 23.00 2.46 West Gable 90.0 0.00 2 33 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 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 1,2,3 2 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3 3 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Nail N 4 12 Y 1,2,3 Legend: Grp–WallDesignGroupnumber,used toreferencewallinothertables(createdbyprogram) Surf–Exteriororinteriorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.2.2C Thick–Nominalpanel thickness GU-Gypsumunderlay thickness Ply–Numberofplies(orlayers) inconstructionofplywoodsheets Or–Orientationof longerdimensionofsheathingpanels Gvtv–Shearstiffness in 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,andcasingnails: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 faceplyfor2-plyGWB. Drywallscrews:No.6,1-1/4”long. 5/8”gypsumsheathingcanalsouse6dcoolerorGWBnail Df–Deformednails( threadedorspiral),with increasedwithdrawalcapacity Eg–Panel edge fastenerspacing Fd–Fieldspacing interior topanels Bk–Sheathing isnailed toblockingatallpaneledges;Y(es)orN(o) ApplyNotes–Notesbelow table legendwhichapply tosheathingside Notes: 1.Capacityhasbeenreducedfor framingspecificgravityaccording toSDPWST4.3ANote3. 2.Framingatadjoining paneledgesmustbe3"nominalorwiderwithstaggerednailingaccording toSDPWS4.3.7.1.4 3.Shearcapacityforcurrentdesignhasbeen 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 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 2 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 3 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 Legend: WallGrp–WallDesignGroup b–Studbreadth(thickness) d–Studdepth(width) Spcg–Maximumon-centrespacingofstuds fordesign,actualspacingmaybe less. SG–Specificgravity E–Modulusofelasticity StandardWall-Standardwalldesignedasgroup. Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. 3 34 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 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 2 Line 1 NSW 0.00 0.00 44.00 44.00 0.00 -8.00 Wall1-1 NSW 0.00 12.75 20.75 8.00 0.00 1.00 - Level 1 Line 1 2 0.00 0.00 44.00 44.00 29.00 -9.00 Wall1-1 Seg 2 0.00 0.00 44.00 44.00 29.00 -- Segment 1 --0.00 5.25 5.25 -1.71 - Opening 1 --5.25 9.25 4.00 --6.00 Segment 2 --9.25 13.25 4.00 -2.25 - Opening 2 --13.25 20.25 7.00 --6.00 Segment 3 --20.25 25.25 5.00 -1.80 - Opening 3 --25.25 29.25 4.00 --6.00 Segment 4 --29.25 44.00 14.75 -0.61 - Line 2 Level 1 Line 2 NSW 7.50 44.00 47.75 3.75 0.00 -9.00 Wall2-1 NSW 7.50 44.00 47.75 3.75 0.00 1.00 - Line 3 Level 2 Line 3 2 12.00 0.00 34.00 34.00 23.00 -8.00 Wall3-1 Seg 2 12.00 0.00 12.75 12.75 12.75 0.63 - Wall3-2 Seg 2 12.00 20.75 34.00 13.25 10.25 -- Segment 1 --20.75 26.00 5.25 -1.52 - Opening 1 --26.00 29.00 3.00 --6.00 Segment 2 --29.00 34.00 5.00 -1.60 - Level 1 Line 3 NSW 12.00 0.00 55.00 55.00 0.00 -9.00 Wall3-1 NSW 12.00 47.75 55.00 7.25 0.00 1.00 - Line 4 Level 2 Line 4 Seg 2 24.00 0.00 34.00 34.00 34.00 -8.00 Wall4-1 Seg 2 24.00 0.00 34.00 34.00 34.00 0.24 - Level 1 Line 4 2 24.00 0.00 55.00 55.00 28.25 -9.00 Wall4-1 Seg 2 24.00 0.00 33.25 33.25 28.25 -- Segment 1 --0.00 16.75 16.75 -0.54 - Opening 1 --16.75 21.75 5.00 --6.00 Segment 2 --21.75 33.25 11.50 -0.78 - Wall4-2 Seg 2 24.00 53.00 55.00 2.00 0.00 4.50 - Line 5 Level 1 Line 5 Seg 2 29.00 33.25 53.00 19.75 19.75 -9.00 Wall5-1 Seg 2 29.00 33.25 53.00 19.75 19.75 0.46 - East-west Type Wall Location Extent[ft]Length FHS Aspect Height Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft] Line A Level 2 Line A 2 0.00 12.00 24.00 12.00 8.00 -8.00 WallA-1 Seg 2 0.00 12.00 24.00 12.00 8.00 -- Segment 1 --12.00 16.00 4.00 -2.00 - Opening 1 --16.00 20.00 4.00 --6.00 Segment 2 --20.00 24.00 4.00 -2.00 - Level 1 Line A 1 0.00 0.00 24.00 24.00 7.00 -9.00 WallA-1 NSW 0.00 0.00 8.75 8.75 0.00 -- Segment 1 --0.00 1.75 1.75 --- Opening 1 --1.75 7.00 5.25 --4.00 Segment 2 --7.00 8.75 1.75 --- WallA-2 Seg 1 0.00 8.75 24.00 15.25 7.00 -- Segment 1 --8.75 9.25 0.50 -18.00 - Opening 1 --9.25 11.75 2.50 --6.00 Segment 2 --11.75 15.50 3.75 -2.40 - Opening 2 --15.50 20.75 5.25 --6.00 Segment 3 --20.75 24.00 3.25 -2.77 - Line B Level 2 Line B NSW 12.75 0.00 12.00 12.00 0.00 -8.00 WallB-1 NSW 12.75 0.00 12.00 12.00 0.00 1.00 - 4 35 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Line C Level 2 Line C NSW 24.00 0.00 23.50 23.50 0.00 -8.00 WallC-1 NSW 20.75 0.00 12.00 12.00 0.00 1.00 - Level 1 Line C 3 24.00 0.00 24.00 24.00 8.50 -9.00 WallC-1 Seg 3 24.00 12.50 23.50 11.00 8.50 -- Segment 1 --12.50 18.00 5.50 -1.64 - Opening 1 --18.00 20.50 2.50 --6.00 Segment 2 --20.50 23.50 3.00 -3.00 - Line D Level 2 Line D 2 34.00 12.00 24.00 12.00 8.00 -8.00 WallD-1 Seg 2 34.00 12.00 24.00 12.00 8.00 -- Segment 1 --12.00 16.00 4.00 -2.00 - Opening 1 --16.00 20.00 4.00 --6.00 Segment 2 --20.00 24.00 4.00 -2.00 - Level 1 Line D NSW 34.00 12.00 29.00 17.00 0.00 -9.00 WallD-1 NSW 33.25 24.00 29.00 5.00 0.00 1.00 - Line E Level 1 Line E 3 44.00 0.00 29.00 29.00 7.50 -9.00 WallE-1 Seg 3 44.00 0.00 7.50 7.50 7.50 1.20 - WallE-2 NSW 47.75 7.50 12.00 4.50 0.00 1.00 - Line F Level 1 Line F 2 55.00 12.00 24.00 12.00 5.00 -9.00 WallF-1 Seg 2 55.00 12.00 24.00 12.00 5.00 -- Segment 1 --12.00 17.00 5.00 -1.80 - Opening 1 --17.00 23.00 6.00 --4.00 Segment 2 --23.00 24.00 1.00 -9.00 - WallF-2 NSW 53.00 24.00 29.00 5.00 0.00 1.00 - Legend: Type-Seg = segmented,Prf = perforated,FT = force-transfer,NSW = non-shearwall Location-Dimension perpendicular towall FHS-Lengthof full-heightsheathingused toresistshearforce.Forperforatedwalls, it isbasedon the factoredsegmentsLidefined inSDPWS 4.3.4.3 AspectRatio–Ratioofwall height tosegment length(h/bs), for force-transferwalls, theaspectratioof thecentralpier WallGroup-Walldesigngroupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall If twowallgroupnumbers listed, theyare forrigid diaphragmand flexiblediaphragmdesign. 5 36 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 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 WRoof 1 W->E Wind Line -1.00 35.00 4.1 Block 1 WRoof MinW->E Wind Line -1.00 35.00 14.3 Block 1 WWall 1 W->E Wind Line 0.00 12.75 43.7 Block 1 WWall MinW->E Wind Line 0.00 12.75 32.0 Block 1 WWall 1 W->E Wind Line 12.75 20.75 43.7 Block 1 WWall MinW->E Wind Line 12.75 20.75 32.0 Block 1 WWall MinW->E Wind Line 20.75 34.00 32.0 Block 1 WWall 1 W->E Wind Line 20.75 34.00 43.7 Block 1 ERoof 1 W->E Lee Line -1.00 35.00 30.7 Block 1 ERoof MinW->E Lee Line -1.00 35.00 14.3 Block 1 EWall MinW->E Lee Line 0.00 34.00 32.0 Block 1 EWall 1 W->E Lee Line 0.00 34.00 28.7 Block 1 WRoof 1 E->W Lee Line -1.00 35.00 30.7 Block 1 WRoof MinE->W Lee Line -1.00 35.00 14.3 Block 1 WWall MinE->W Lee Line 0.00 12.75 32.0 Block 1 WWall 1 E->W Lee Line 0.00 12.75 28.7 Block 1 WWall 1 E->W Lee Line 12.75 20.75 28.7 Block 1 WWall MinE->W Lee Line 12.75 20.75 32.0 Block 1 WWall 1 E->W Lee Line 20.75 34.00 28.7 Block 1 WWall MinE->W Lee Line 20.75 34.00 32.0 Block 1 ERoof 1 E->W Wind Line -1.00 35.00 4.1 Block 1 ERoof MinE->W Wind Line -1.00 35.00 14.3 Block 1 EWall MinE->W Wind Line 0.00 34.00 32.0 Block 1 EWall 1 E->W Wind Line 0.00 34.00 43.7 Block 1 SWall 1 S->N Wind Line 0.00 12.00 43.7 Block 1 SWall MinS->N Wind Line 0.00 12.00 32.0 Block 1 SWall 1 S->N Wind Line 12.00 24.00 43.7 Block 1 SWall MinS->N Wind Line 12.00 24.00 32.0 Block 1 SL Gable 1 S->N Wind Line 12.00 18.00 0.0 34.9 Block 1 SL Gable MinS->N Wind Line 12.00 18.00 0.0 24.5 Block 1 SR Gable 1 S->N Wind Line 18.00 24.00 34.9 0.0 Block 1 SR Gable MinS->N Wind Line 18.00 24.00 24.5 0.0 Block 1 NWall MinS->N Lee Line 0.00 12.00 32.0 Block 1 NWall 1 S->N Lee Line 0.00 12.00 14.8 Block 1 NL Gable 1 S->N Lee Line 12.00 18.00 0.0 11.3 Block 1 NL Gable MinS->N Lee Line 12.00 18.00 0.0 24.5 Block 1 NWall MinS->N Lee Line 12.00 24.00 32.0 Block 1 NWall 1 S->N Lee Line 12.00 24.00 14.8 Block 1 NR Gable 1 S->N Lee Line 18.00 24.00 11.3 0.0 Block 1 NR Gable MinS->N Lee Line 18.00 24.00 24.5 0.0 Block 1 SWall 1 N->S Lee Line 0.00 12.00 14.8 Block 1 SWall MinN->S Lee Line 0.00 12.00 32.0 Block 1 SL Gable MinN->S Lee Line 12.00 18.00 0.0 24.5 Block 1 SWall 1 N->S Lee Line 12.00 24.00 14.8 Block 1 SL Gable 1 N->S Lee Line 12.00 18.00 0.0 11.3 Block 1 SWall MinN->S Lee Line 12.00 24.00 32.0 Block 1 SR Gable MinN->S Lee Line 18.00 24.00 24.5 0.0 Block 1 SR Gable 1 N->S Lee Line 18.00 24.00 11.3 0.0 Block 1 NWall 1 N->S Wind Line 0.00 12.00 43.7 Block 1 NWall MinN->S Wind Line 0.00 12.00 32.0 Block 1 NWall MinN->S Wind Line 12.00 24.00 32.0 Block 1 NWall 1 N->S Wind Line 12.00 24.00 43.7 Block 1 NL Gable MinN->S Wind Line 12.00 18.00 0.0 24.5 Block 1 NL Gable 1 N->S Wind Line 12.00 18.00 0.0 34.9 Block 1 NR Gable 1 N->S Wind Line 18.00 24.00 34.9 0.0 Block 1 NR Gable MinN->S Wind Line 18.00 24.00 24.5 0.0 Block 2 WL Gable MinW->E Wind Line 12.75 16.75 0.0 16.3 Block 2 WL Gable 1 W->E Wind Line 12.75 16.75 0.0 23.1 Block 2 WR Gable MinW->E Wind Line 16.75 20.75 16.3 0.0 Block 2 WR Gable 1 W->E Wind Line 16.75 20.75 23.1 0.0 Block 2 WL Gable MinE->W Lee Line 12.75 16.75 0.0 16.3 Block 2 WL Gable 1 E->W Lee Line 12.75 16.75 0.0 11.6 Block 2 WR Gable 1 E->W Lee Line 16.75 20.75 11.6 0.0 Block 2 WR Gable MinE->W Lee Line 16.75 20.75 16.3 0.0 Block 2 SCtrRoof 1 S->N Wind Line -1.00 11.00 2.9 Block 2 SCtrRoof MinS->N Wind Line -1.00 11.00 10.2 Block 2 SR Roof 1 S->N Wind Line 11.00 16.00 2.9 0.0 Block 2 SR Roof MinS->N Wind Line 11.00 16.00 10.2 0.0 Block 2 N CtrRoof 1 S->N Lee Line -1.00 11.00 21.8 6 37 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 N CtrRoof Min S->N Lee Line -1.00 11.00 10.2 Block 2 NR Roof MinS->N Lee Line 11.00 16.00 10.2 0.0 Block 2 NR Roof 1 S->N Lee Line 11.00 16.00 21.8 0.0 Block 2 SCtrRoof 1 N->S Lee Line -1.00 11.00 21.8 Block 2 SCtrRoof MinN->S Lee Line -1.00 11.00 10.2 Block 2 SR Roof 1 N->S Lee Line 11.00 16.00 21.8 0.0 Block 2 SR Roof MinN->S Lee Line 11.00 16.00 10.2 0.0 Block 2 NCtrRoof MinN->S Wind Line -1.00 11.00 10.2 Block 2 NCtrRoof 1 N->S Wind Line -1.00 11.00 2.9 Block 2 NR Roof MinN->S Wind Line 11.00 16.00 10.2 0.0 Block 2 NR Roof 1 N->S Wind Line 11.00 16.00 2.9 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 12.75 41.4 Block 1 WWall MinW->EWind Line 0.00 44.00 42.2 Block 1 WWall 1 W->EWind Line 0.00 44.00 54.2 Block 1 WWall MinW->EWind Line 0.00 12.75 32.0 Block 1 WWall 1 W->EWind Line 12.75 20.75 41.4 Block 1 WWall MinW->EWind Line 12.75 20.75 32.0 Block 1 WWall MinW->EWind Line 20.75 34.00 32.0 Block 1 WWall 1 W->EWind Line 20.75 34.00 41.4 Block 1 WWall 1 W->EWind Line 44.00 47.75 54.2 Block 1 WWall MinW->EWind Line 44.00 47.75 42.2 Block 1 WWall MinW->EWind Line 47.75 55.00 42.2 Block 1 WWall 1 W->EWind Line 47.75 55.00 54.2 Block 1 EWall 1 W->E Lee Line 0.00 33.25 37.9 Block 1 EWall MinW->E Lee Line 0.00 33.25 42.2 Block 1 EWall MinW->E Lee Line 0.00 34.00 32.0 Block 1 EWall 1 W->E Lee Line 0.00 34.00 28.7 Block 1 EWall 1 W->E Lee Line 33.25 53.00 37.9 Block 1 EWall MinW->E Lee Line 33.25 53.00 42.2 Block 1 EWall 1 W->E Lee Line 53.00 55.00 37.9 Block 1 EWall MinW->E Lee Line 53.00 55.00 42.2 Block 1 WWall MinE->W Lee Line 0.00 44.00 42.2 Block 1 WWall MinE->W Lee Line 0.00 12.75 32.0 Block 1 WWall 1 E->W Lee Line 0.00 44.00 37.9 Block 1 WWall 1 E->W Lee Line 0.00 12.75 28.7 Block 1 WWall 1 E->W Lee Line 12.75 20.75 28.7 Block 1 WWall MinE->W Lee Line 12.75 20.75 32.0 Block 1 WWall 1 E->W Lee Line 20.75 34.00 28.7 Block 1 WWall MinE->W Lee Line 20.75 34.00 32.0 Block 1 WWall 1 E->W Lee Line 44.00 47.75 37.9 Block 1 WWall MinE->W Lee Line 44.00 47.75 42.2 Block 1 WWall MinE->W Lee Line 47.75 55.00 42.2 Block 1 WWall 1 E->W Lee Line 47.75 55.00 37.9 Block 1 EWall MinE->WWind Line 0.00 33.25 42.2 Block 1 EWall 1 E->WWind Line 0.00 33.25 54.2 Block 1 EWall MinE->WWind Line 0.00 34.00 32.0 Block 1 EWall 1 E->WWind Line 0.00 34.00 41.4 Block 1 EWall 1 E->WWind Line 33.25 53.00 54.2 Block 1 EWall MinE->WWind Line 33.25 53.00 42.2 Block 1 EWall MinE->WWind Line 53.00 55.00 42.2 Block 1 EWall 1 E->WWind Line 53.00 55.00 54.2 Block 1 SWall MinS->NWind Line 0.00 12.00 32.0 Block 1 SWall 1 S->NWind Line 0.00 24.00 54.2 Block 1 SWall 1 S->NWind Line 0.00 12.00 41.4 Block 1 SWall MinS->NWind Line 0.00 24.00 42.2 Block 1 SWall MinS->NWind Line 12.00 24.00 32.0 Block 1 SWall 1 S->NWind Line 12.00 24.00 41.4 Block 1 SWall 1 S->NWind Line 24.00 29.00 54.2 Block 1 SWall MinS->NWind Line 24.00 29.00 42.2 Block 1 NWall MinS->N Lee Line 0.00 7.50 42.2 Block 1 NWall MinS->N Lee Line 0.00 12.00 32.0 Block 1 NWall 1 S->N Lee Line 0.00 12.00 14.8 Block 1 NWall 1 S->N Lee Line 0.00 7.50 19.6 Block 1 NWall 1 S->N Lee Line 7.50 12.00 19.6 Block 1 NWall MinS->N Lee Line 7.50 12.00 42.2 Block 1 NWall MinS->N Lee Line 12.00 24.00 32.0 Block 1 NWall 1 S->N Lee Line 12.00 24.00 19.6 Block 1 NWall MinS->N Lee Line 12.00 24.00 42.2 Block 1 N Wall 1 S->N Lee Line 12.00 24.00 14.8 7 38 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 N Wall Min S->N Lee Line 24.00 29.00 42.2 Block 1 NWall 1 S->N Lee Line 24.00 29.00 19.6 Block 1 SWall 1 N->S Lee Line 0.00 24.00 19.6 Block 1 SWall 1 N->S Lee Line 0.00 12.00 14.8 Block 1 SWall MinN->S Lee Line 0.00 12.00 32.0 Block 1 SWall MinN->S Lee Line 0.00 24.00 42.2 Block 1 SWall 1 N->S Lee Line 12.00 24.00 14.8 Block 1 SWall MinN->S Lee Line 12.00 24.00 32.0 Block 1 SWall 1 N->S Lee Line 24.00 29.00 19.6 Block 1 SWall MinN->S Lee Line 24.00 29.00 42.2 Block 1 NWall 1 N->SWind Line 0.00 7.50 54.2 Block 1 NWall MinN->SWind Line 0.00 7.50 42.2 Block 1 NWall MinN->SWind Line 0.00 12.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 12.00 41.4 Block 1 NWall 1 N->SWind Line 7.50 12.00 54.2 Block 1 NWall MinN->SWind Line 7.50 12.00 42.2 Block 1 NWall MinN->SWind Line 12.00 24.00 42.2 Block 1 NWall MinN->SWind Line 12.00 24.00 32.0 Block 1 NWall 1 N->SWind Line 12.00 24.00 54.2 Block 1 NWall 1 N->SWind Line 12.00 24.00 41.4 Block 1 NWall MinN->SWind Line 24.00 29.00 42.2 Block 1 NWall 1 N->SWind Line 24.00 29.00 54.2 Block 3 WRoof MinW->EWind Line -0.75 45.00 17.1 Block 3 WRoof 1 W->EWind Line -0.75 45.00 -10.1 Block 3 ERoof MinW->E Lee Line -0.75 45.00 17.1 Block 3 ERoof 1 W->E Lee Line -0.75 45.00 36.6 Block 3 WRoof 1 E->W Lee Line -0.75 45.00 36.6 Block 3 WRoof MinE->W Lee Line -0.75 45.00 17.1 Block 3 ERoof 1 E->WWind Line -0.75 45.00 -10.1 Block 3 ERoof MinE->WWind Line -0.75 45.00 17.1 Block 3 SL Gable 1 S->NWind Line 0.00 12.13 0.0 45.1 Block 3 SL Gable MinS->NWind Line 0.00 12.13 0.0 31.5 Block 3 SR Gable MinS->NWind Line 12.12 24.25 31.5 0.0 Block 3 SR Gable 1 S->NWind Line 12.12 24.25 45.1 0.0 Block 3 NL Gable MinS->N Lee Line 0.00 12.13 0.0 31.5 Block 3 NL Gable 1 S->N Lee Line 0.00 12.13 0.0 19.3 Block 3 NR Gable MinS->N Lee Line 12.12 24.25 31.5 0.0 Block 3 NR Gable 1 S->N Lee Line 12.12 24.25 19.3 0.0 Block 3 SL Gable 1 N->S Lee Line 0.00 12.13 0.0 19.3 Block 3 SL Gable MinN->S Lee Line 0.00 12.13 0.0 31.5 Block 3 SR Gable MinN->S Lee Line 12.12 24.25 31.5 0.0 Block 3 SR Gable 1 N->S Lee Line 12.12 24.25 19.3 0.0 Block 3 NL Gable 1 N->SWind Line 0.00 12.13 0.0 45.1 Block 3 NL Gable MinN->SWind Line 0.00 12.13 0.0 31.5 Block 3 NR Gable MinN->SWind Line 12.12 24.25 31.5 0.0 Block 3 NR Gable 1 N->SWind Line 12.12 24.25 45.1 0.0 Block 4 WRoof MinW->EWind Line 44.00 48.75 12.0 Block 4 WRoof 1 W->EWind Line 44.00 48.75 -7.8 Block 4 ERoof MinW->E Lee Line 44.00 48.75 12.0 Block 4 ERoof 1 W->E Lee Line 44.00 48.75 25.8 Block 4 WRoof MinE->W Lee Line 44.00 48.75 12.0 Block 4 WRoof 1 E->W Lee Line 44.00 48.75 25.8 Block 4 ERoof MinE->WWind Line 44.00 48.75 12.0 Block 4 ERoof 1 E->WWind Line 44.00 48.75 -7.8 Block 4 NL Gable 1 S->N Lee Line 7.50 15.75 0.0 19.2 Block 4 NL Gable MinS->N Lee Line 7.50 15.75 0.0 21.4 Block 4 NR Gable 1 S->N Lee Line 15.75 24.00 19.2 0.0 Block 4 NR Gable MinS->N Lee Line 15.75 24.00 21.4 0.0 Block 4 NL Gable MinN->SWind Line 7.50 15.75 0.0 21.4 Block 4 NL Gable 1 N->SWind Line 7.50 15.75 0.0 30.5 Block 4 NR Gable MinN->SWind Line 15.75 24.00 21.4 0.0 Block 4 NR Gable 1 N->SWind Line 15.75 24.00 30.5 0.0 Block 5 WRoof 1 W->EWind Line 47.75 56.00 -5.8 Block 5 WRoof MinW->EWind Line 47.75 56.00 9.1 Block 5 ERoof MinW->E Lee Line 47.75 56.00 9.1 Block 5 ERoof 1 W->E Lee Line 47.75 56.00 19.5 Block 5 WRoof MinE->W Lee Line 47.75 56.00 9.1 Block 5 WRoof 1 E->W Lee Line 47.75 56.00 19.5 Block 5 ERoof MinE->WWind Line 47.75 56.00 9.1 Block 5 ERoof 1 E->WWind Line 47.75 56.00 -5.8 Block 5 N L Gable Min S->N Lee Line 12.00 18.00 0.0 15.6 8 39 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 5 N L Gable 1 S->N Lee Line 12.00 18.00 0.0 13.9 Block 5 NR Gable MinS->N Lee Line 18.00 24.00 15.6 0.0 Block 5 NR Gable 1 S->N Lee Line 18.00 24.00 13.9 0.0 Block 5 NL Gable 1 N->SWind Line 12.00 18.00 0.0 22.1 Block 5 NL Gable MinN->SWind Line 12.00 18.00 0.0 15.6 Block 5 NR Gable 1 N->SWind Line 18.00 24.00 22.1 0.0 Block 5 NR Gable MinN->SWind Line 18.00 24.00 15.6 0.0 Block 6 WL Gable MinW->EWind Line 33.25 43.13 0.0 19.7 Block 6 WL Gable 1 W->EWind Line 33.25 43.13 0.0 28.0 Block 6 WR Gable MinW->EWind Line 43.13 53.00 19.7 0.0 Block 6 WR Gable 1 W->EWind Line 43.13 53.00 28.0 0.0 Block 6 EL Gable 1 W->E Lee Line 33.25 43.13 0.0 17.6 Block 6 EL Gable MinW->E Lee Line 33.25 43.13 0.0 19.7 Block 6 ER Gable 1 W->E Lee Line 43.13 53.00 17.6 0.0 Block 6 ER Gable MinW->E Lee Line 43.13 53.00 19.7 0.0 Block 6 WL Gable 1 E->W Lee Line 33.25 43.13 0.0 17.6 Block 6 WL Gable MinE->W Lee Line 33.25 43.13 0.0 19.7 Block 6 WR Gable 1 E->W Lee Line 43.13 53.00 17.6 0.0 Block 6 WR Gable MinE->W Lee Line 43.13 53.00 19.7 0.0 Block 6 EL Gable MinE->WWind Line 33.25 43.13 0.0 19.7 Block 6 EL Gable 1 E->WWind Line 33.25 43.13 0.0 28.0 Block 6 ER Gable MinE->WWind Line 43.13 53.00 19.7 0.0 Block 6 ER Gable 1 E->WWind Line 43.13 53.00 28.0 0.0 Block 6 SRoof MinS->NWind Line 24.25 30.00 10.8 Block 6 SRoof 1 S->NWind Line 24.25 30.00 -7.0 Block 6 NRoof MinS->N Lee Line 24.25 30.00 10.8 Block 6 NRoof 1 S->N Lee Line 24.25 30.00 24.1 Block 6 SRoof MinN->S Lee Line 24.25 30.00 10.8 Block 6 SRoof 1 N->S Lee Line 24.25 30.00 24.1 Block 6 NRoof MinN->SWind Line 24.25 30.00 10.8 Block 6 NRoof 1 N->SWind Line 24.25 30.00 -7.0 Legend: Block-Blockused in loadgeneration Accum.= loadsfromoneblockcombinedwithanother Manual=user-entered loads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhich loadsgeneratedorentered LoadCase-Oneof the following: ASCE7AllHeights:Case1or2 fromFig27.3-8orminimum loads from27.1.5 ASCE7Low-rise:ReferencecornerandCaseAorB fromFig28.3-1orminimum loads from28.3.4 WindDir-Directionofwind for loadswithpositivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardor leewardsideof thebuilding for loads ingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start= intensityofuniformandpointloadsorleftmost intensityof trapezoidalload,End = right intensityof trap load TribHt-Tributaryheightofarea loadsonly Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored)loads.Theprogramappliesa loadfactorof0.60towindloads beforedistributingthem to theshearlines. 9 40 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 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 3 Line -1.00 35.00 105.0 105.0 E-W Roof Block 1 4 Line -1.00 35.00 105.0 105.0 E-W Roof Block 2 1 Line 11.75 21.75 105.0 105.0 E-W Roof Block 2 3 Line 11.75 21.75 90.0 90.0 E-W R Gable Block 2 1 Line 12.75 16.75 20.4 0.0 E-W L Gable Block 2 1 Line 16.75 20.75 0.0 20.4 N-S Roof Block 1 A Line 11.00 25.00 270.0 270.0 N-S Roof Block 1 D Line 11.00 25.00 270.0 270.0 N-S Roof Block 2 B Line -1.00 12.00 75.0 75.0 N-S Roof Block 2 Line -1.00 12.00 75.0 75.0 N-S L Gable Block 1 A Line 12.00 18.00 30.6 0.0 N-S R Gable Block 1 A Line 18.00 24.00 0.0 30.6 N-S R Gable Block 1 D Line 12.00 18.00 30.6 0.0 N-S L Gable Block 1 D Line 18.00 24.00 0.0 30.6 BothWall 1-1 n/a 1 Line 12.75 20.75 40.0 40.0 BothWall 3-1 n/a 3 Line 0.00 12.75 40.0 40.0 BothWall 3-2 n/a 3 Line 20.75 34.00 40.0 40.0 BothWall 4-1 n/a 4 Line 0.00 34.00 40.0 40.0 BothWall A-1 n/a A Line 12.00 24.00 40.0 40.0 BothWall B-1 n/a B Line 0.00 12.00 40.0 40.0 BothWall C-1 n/a Line 0.00 12.00 40.0 40.0 BothWall D-1 n/a D Line 12.00 24.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 3 1 Line -0.75 45.00 196.9 196.9 E-W Roof Block 3 Line -0.75 45.00 196.9 196.9 E-W Roof Block 4 2 Line 44.00 48.75 138.8 138.8 E-W Roof Block 4 4 Line 44.00 48.75 138.8 138.8 E-W Roof Block 5 3 Line 47.75 56.00 105.0 105.0 E-W Roof Block 5 4 Line 47.75 56.00 105.0 105.0 E-W Roof Block 6 Line 32.25 54.00 35.6 35.6 E-W Roof Block 6 5 Line 32.25 54.00 50.6 50.6 E-W R Gable Block 6 Line 33.25 43.13 24.6 0.0 E-W L Gable Block 6 Line 43.13 53.00 0.0 24.6 E-W L Gable Block 6 5 Line 33.25 43.13 24.6 0.0 E-W R Gable Block 6 5 Line 43.13 53.00 0.0 24.6 E-W Floor F1 n/a 1 Line 0.00 33.25 144.0 144.0 BothWall 1-1 n/a 1 Line 12.75 20.75 40.0 40.0 E-W Floor F2 n/a 1 Line 33.25 44.00 174.0 174.0 E-W Floor F3 n/a 2 Line 44.00 47.75 129.0 129.0 BothWall 3-1 n/a 3 Line 0.00 12.75 40.0 40.0 BothWall 3-2 n/a 3 Line 20.75 34.00 40.0 40.0 E-W Floor F4 n/a 3 Line 47.75 53.00 102.0 102.0 E-W Floor F5 n/a 3 Line 53.00 55.00 72.0 72.0 E-W Floor F1 n/a 4 Line 0.00 33.25 144.0 144.0 BothWall 4-1 n/a 4 Line 0.00 34.00 40.0 40.0 E-W Floor F5 n/a 4 Line 53.00 55.00 72.0 72.0 E-W Floor F2 n/a 5 Line 33.25 44.00 174.0 174.0 E-W Floor F3 n/a 5 Line 44.00 47.75 129.0 129.0 E-W Floor F4 n/a 5 Line 47.75 53.00 102.0 102.0 N-S Roof Block 3 Line -1.00 25.25 343.1 343.1 N-S Roof Block 3 E Line -1.00 25.25 343.1 343.1 N-S Roof Block 4 E Line 6.50 25.00 28.1 28.1 N-S Roof Block 4 Line 6.50 25.00 43.1 43.1 N-S Roof Block 5 Line 11.00 25.00 54.4 54.4 N-S Roof Block 5 F Line 11.00 25.00 69.4 69.4 N-S Roof Block 6 Line 24.25 30.00 163.1 163.1 N-S Roof Block 6 Line 24.25 30.00 163.1 163.1 10 41 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 BUILDINGMASSES(continued) N-S L Gable Block 3 Line 0.00 12.13 39.4 0.0 N-S R Gable Block 3 Line 12.13 24.25 0.0 39.4 N-S R Gable Block 3 E Line 0.00 12.13 39.4 0.0 N-S L Gable Block 3 E Line 12.13 24.25 0.0 39.4 N-S R Gable Block 4 Line 7.50 15.75 26.8 0.0 N-S L Gable Block 4 Line 15.75 24.00 0.0 26.8 N-S R Gable Block 5 F Line 12.00 18.00 19.5 0.0 N-S L Gable Block 5 F Line 18.00 24.00 0.0 19.5 N-S Floor F1 n/a A Line 0.00 7.50 264.0 264.0 N-S Floor F2 n/a A Line 7.50 12.00 286.5 286.5 BothWall A-1 n/a A Line 12.00 24.00 40.0 40.0 N-S Floor F3 n/a A Line 12.00 24.00 330.0 330.0 BothWall B-1 n/a B Line 0.00 12.00 40.0 40.0 BothWall C-1 n/a Line 0.00 12.00 40.0 40.0 N-S Floor F4 n/a Line 24.00 29.00 118.5 118.5 BothWall D-1 n/a D Line 12.00 24.00 40.0 40.0 N-S Floor F1 n/a E Line 0.00 7.50 264.0 264.0 N-S Floor F2 n/a Line 7.50 12.00 286.5 286.5 N-S Floor F4 n/a Line 24.00 29.00 118.5 118.5 N-S Floor F3 n/a F Line 12.00 24.00 330.0 330.0 BothWall 1-1 n/a 1 Line 0.00 44.00 45.0 45.0 BothWall 2-1 n/a 2 Line 44.00 47.75 45.0 45.0 BothWall 3-1 n/a 3 Line 47.75 55.00 45.0 45.0 BothWall 4-1 n/a 4 Line 0.00 33.25 45.0 45.0 BothWall 4-2 n/a 4 Line 53.00 55.00 45.0 45.0 BothWall 5-1 n/a 5 Line 33.25 53.00 45.0 45.0 BothWall A-1 n/a A Line 0.00 8.75 45.0 45.0 BothWall A-2 n/a A Line 8.75 24.00 45.0 45.0 BothWall C-1 n/a C Line 12.50 23.50 27.0 27.0 BothWall D-1 n/a Line 24.00 29.00 45.0 45.0 BothWall E-1 n/a E Line 0.00 7.50 45.0 45.0 BothWall E-2 n/a Line 7.50 12.00 45.0 45.0 BothWall F-2 n/a Line 24.00 29.00 45.0 45.0 BothWall F-1 n/a F Line 12.00 24.00 45.0 45.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Building element-Roof,gableend,wallor floorareaused togeneratemass,wallline foruser-applied masses,FloorF#-refer toPlanView for floor areanumber Wall line -Shearline thatequivalent line load isassignedto Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserappliedarea loadsonly 11 42 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line -1.00 0.00 49.9 49.9 E-W Point 0.00 0.00 158 158 E-W Line 0.00 11.75 68.9 68.9 E-W Line 11.75 12.75 115.3 115.3 E-W Point 12.75 12.75 114 114 E-W Line 12.75 16.75 115.3 120.1 E-W Line 16.75 20.75 120.1 115.3 E-W Point 20.75 20.75 114 114 E-W Line 20.75 21.75 115.3 115.3 E-W Line 21.75 34.00 68.9 68.9 E-W Point 34.00 34.00 158 158 E-W Line 34.00 35.00 49.9 49.9 N-S Line -1.00 0.00 35.7 35.7 N-S Point 0.00 0.00 95 95 N-S Line 0.00 11.00 54.7 54.7 N-S Line 11.00 12.00 183.0 183.0 N-S Point 12.00 12.00 247 247 N-S Line 12.00 18.00 147.4 161.9 N-S Line 18.00 24.00 161.9 147.4 N-S Point 24.00 24.00 323 323 N-S Line 24.00 25.00 128.4 128.4 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line -0.75 0.00 51.5 51.5 E-W Point 0.00 0.00 204 204 E-W Line 0.00 12.75 111.3 111.3 E-W Point 0.25 0.25 62 62 E-W Point 12.75 12.75 63 63 E-W Line 12.75 20.75 111.3 111.3 E-W Point 20.75 20.75 63 63 E-W Line 20.75 32.25 111.3 111.3 E-W Point 24.00 24.00 39 39 E-W Line 32.25 33.25 122.6 122.6 E-W Point 33.25 33.25 29 29 E-W Line 33.25 34.00 130.4 130.9 E-W Point 34.00 34.00 1730 1730 E-W Point 34.00 34.00 63 63 E-W Line 34.00 43.13 120.5 126.4 E-W Line 43.13 44.00 126.4 125.8 E-W Point 44.00 44.00 107 107 E-W Line 44.00 45.00 150.3 149.7 E-W Line 45.00 47.75 98.2 96.4 E-W Point 47.75 47.75 55 55 E-W Line 47.75 48.75 116.8 116.2 E-W Line 48.75 53.00 79.9 77.1 E-W Point 53.00 53.00 29 29 E-W Line 53.00 54.00 69.3 69.3 E-W Line 54.00 55.00 58.0 58.0 E-W Point 55.00 55.00 86 86 E-W Line 55.00 56.00 27.4 27.4 N-S Line -1.00 0.00 89.7 89.7 N-S Point 0.00 0.00 301 301 N-S Line 0.00 6.50 180.9 186.4 N-S Line 6.50 7.50 195.7 196.6 N-S Point 7.50 7.50 22 22 N-S Line 7.50 8.75 202.5 204.1 N-S Line 8.75 11.00 204.1 206.9 N-S Line 11.00 12.00 223.1 224.4 N-S Point 12.00 12.00 2091 2091 N-S Point 12.00 12.00 179 179 N-S Line 12.00 12.13 235.7 236.0 N-S Line 12.13 12.50 236.0 236.0 N-S Line 12.50 15.75 239.5 239.5 N-S Line 15.75 18.00 239.5 237.6 N-S Line 18.00 23.50 237.6 228.2 12 43 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 SEISMICLOADS(continued) N-S Line 23.50 24.00 224.7 223.9 N-S Point 24.00 24.00 385 385 N-S Line 24.00 24.25 158.1 157.9 N-S Point 24.25 24.25 32 32 N-S Line 24.25 25.00 200.5 200.5 N-S Line 25.00 25.25 175.1 175.1 N-S Line 25.25 29.00 85.4 85.4 N-S Point 29.00 29.00 148 148 N-S Line 29.00 30.00 42.6 42.6 Legend: Loads in tablecanbeaccumulationof loads fromseveralbuildingmasses,so theydonotcorrespondwithaparticularbuilding element. Location-Startandendof load indirectionperpendiculartoseismic forcedirection Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored)loads.Theprogramappliesa loadfactorof0.70andredundancy factor toseismic loadsbeforedistributingthem totheshearlines. 13 44 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 DesignSummary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficientdesigncapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficientdesigncapacity. HOLDDOWNDESIGN WindLoads,FlexibleDiaphragm Allhold-downshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm Allhold-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 forpossible issuesregardingfastenerslippage(SDPWSTableC4.2.2D). 14 45 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 FlexibleDiaphragmWind 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 - - 1823 - - -339 --9667 - Wall1-1 2 Both - - 1823 -1.0 -339 --9667 - Seg. 1 -Both 63.8 0.0 335 -1.0 -339 -339 1777 0.19 Seg. 2 -Both 56.7 0.0 227 -.89 -301 -301 1204 0.19 Seg. 3 -Both 63.8 0.0 319 -1.0 -339 -339 1693 0.19 Seg. 4 -Both 63.8 0.0 941 -1.0 -339 -339 4993 0.19 Line 3 Level 2 Ln3, Lev2 -Both - - 954 - - -339 --7786 - Wall3-1 2 Both 41.5 - 529 -1.0 -339 -339 4316 0.12 Wall3-2 2 Both - - 425 -1.0 -339 --3470 - Seg. 1 -Both 41.5 0.0 218 -1.0 -339 -339 1777 0.12 Seg. 2 -Both 41.5 0.0 207 -1.0 -339 -339 1693 0.12 Line 4 Ln4, Lev2 2 Both 9.4 - 321 -1.0 -339 -339 11510 0.03 Level 1 Ln4, Lev1 -Both - - 2365 - - -339 --9563 - Wall4-1 2 Both - - 2365 -1.0 -339 --9563 - Seg. 1 -Both 83.7 0.0 1402 -1.0 -339 -339 5670 0.25 Seg. 2 -Both 83.7 0.0 963 -1.0 -339 -339 3893 0.25 Wall4-2 2^Both 0.0 - 0 -1.0 -339 -- - - Line 5 Ln5, Lev1 2 Both 8.7 - 172 -1.0 -339 -339 6686 0.03 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 2 LnA, Lev2 -W->E - - 1143 - - -339 --2708 - -E->W - - 1129 - - -339 --2708 - WallA-1 2 W->E - - 1143 -1.0 -339 --2708 - 2 E->W - - 1129 -1.0 -339 --2708 - Seg. 1 -W->E 142.9 0.0 572 -1.0 -339 -339 1354 0.42 -E->W 141.2 0.0 565 -1.0 -339 -339 1354 0.42 Seg. 2 -W->E 142.9 0.0 572 -1.0 -339 -339 1354 0.42 -E->W 141.2 0.0 565 -1.0 -339 -339 1354 0.42 Level 1 LnA, Lev1 -W->E - - 2514 - - -638 --3491 - -E->W - - 2500 - - -638 --3491 - WallA-2 1 W->E - - 2514 -1.0 -638 --3491 - 1 E->W - - 2500 -1.0 -638 --3491 - Seg. 1 -Both 0.0 0.0 0 -1.0 -638 -638 - - Seg. 2 -W->E 382.8 0.0 1435 -.83 -532 -532 1994 0.72 -E->W 380.6 0.0 1427 -.83 -532 -532 1994 0.72 Seg. 3 -W->E 331.7 0.0 1078 -.72 -461 -461 1497 0.72 -E->W 329.9 0.0 1072 -.72 -461 -461 1497 0.72 Line C LnC, Lev1 -W->E - - 2985 - - -495 --3711 - -E->W - - 2978 - - -495 --3711 - WallC-1 3 W->E - - 2985 -1.0 -495 --3711 - 3 E->W - - 2978 -1.0 -495 --3711 - Seg. 1 -W->E 398.0 0.0 2189 -1.0 -495 -495 2721 0.80 -E->W 397.1 0.0 2184 -1.0 -495 -495 2721 0.80 Seg. 2 -W->E 265.4 0.0 796 -.67 -330 -330 990 0.80 -E->W 264.7 0.0 794 -.67 -330 -330 990 0.80 Line D Level 2 LnD, Lev2 -W->E - - 1142 - - -339 --2708 - -E->W - - 1129 - - -339 --2708 - WallD-1 2 W->E - - 1142 -1.0 -339 --2708 - 2 E->W - - 1129 -1.0 -339 --2708 - Seg. 1 -W->E 142.8 0.0 571 -1.0 -339 -339 1354 0.42 -E->W 141.1 0.0 564 -1.0 -339 -339 1354 0.42 Seg. 2 -W->E 142.8 0.0 571 -1.0 -339 - 339 1354 0.42 15 46 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 SHEARRESULTS(flexiblewinddesign,continued) -E->W 141.1 0.0 564 -1.0 -339 - 339 1354 0.42 Line E Level 1 LnE, Lev1 -W->E - - 1978 - - -495 --3711 - -E->W - - 1971 - - -495 --3711 - WallE-1 3 W->E 263.7 - 1978 -1.0 -495 -495 3711 0.53 3 E->W 262.8 - 1971 -1.0 -495 -495 3711 0.53 Line F LnF, Lev1 -Both - - 394 - - -339 --1693 - WallF-1 2 Both - - 394 -1.0 -339 --1693 - Seg. 1 -Both 78.9 0.0 394 -1.0 -339 -339 1693 0.23 Seg. 2 -Both 0.0 0.0 0 -1.0 -339 -339 - - Legend: WGp-Wall designgroupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswallis critical forallwalls in theStandardWallgroup. ForDir-Directionofwindforcealongshearline. v-Designshear forceonsegment = ASD-factoredshearforceperunit lengthoffull-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorandin-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHSis factored fornarrowsegmentsas per4.3.4.3 Force-transferwalls:Shear forceinpiersaboveandbeloweitheropeningsorpiersbesideopening(s).Aspectratio factordoesnotapplyto these piers. V-ASD factoredshear force.Forshearline: totalshearline 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 factor forperforatedwalls fromSDPWSEquation4.3-5. C-Sheathingcombinationrule,A=Addcapacities,S = Strongestside or twiceweakest,G = Stiffness-basedusingSDPWS4.3-3. Cmb-Combinedinteriorandexteriorunitshearcapacityincludingperforatedwall factorCo. V–Totalfactoredshearcapacityofshearline,wall orsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."S" indicates thatthewinddesigncriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,4. 16 47 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 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 0.12 Min 603 603 LIMIT w/o 1500 0.40 1-1 L Op 1 0.00 5.13 Min 603 603 LIMIT w/o 1500 0.40 1-1 R Op 1 0.00 9.38 Min 545 545 LIMIT w/o 1500 0.36 1-1 L Op 2 0.00 13.13 Min 545 545 LIMIT w/o 1500 0.36 1-1 R Op 2 0.00 20.37 Min 605 605 LIMIT w/o 1500 0.40 1-1 L Op 3 0.00 25.13 Min 605 605 LIMIT w/o 1500 0.40 1-1 R Op 3 0.00 29.38 Min 584 584 LIMIT w/o 1500 0.39 1-1 R End 0.00 43.88 Min 584 584 LIMIT w/o 1500 0.39 Line 3 V Elem 12.00 0.12 Min 339 339 Refer to upperlevel V Elem 12.00 12.63 Min 339 339 Refer to upperlevel V Elem 12.00 20.88 Min 349 349 Refer to upperlevel V Elem 12.00 25.88 Min 349 349 Refer to upperlevel V Elem 12.00 29.13 Min 349 349 Refer to upperlevel V Elem 12.00 33.87 Min 349 349 Refer to upperlevel Line 4 4-1 L End 24.00 0.12 Min 841 841 STHD14 (8"3815 0.22 4-1 L Op 1 24.00 16.62 Min 765 765 LIMIT w/o 1500 0.51 4-1 R Op 1 24.00 21.88 Min 770 770 LIMIT w/o 1500 0.51 4-1 R End 24.00 33.13 Min 770 770 LIMIT w/o 1500 0.51 V Elem 24.00 33.87 Min 76 76 Refer to upperlevel Line 5 5-1 L End 29.00 33.38 Min 79 79 LIMIT w/o 1500 0.05 5-1 R End 29.00 52.88 Min 79 79 LIMIT w/o 1500 0.05 Line A A-2 R Op 1 11.88 0.00 1 3691 3691 STHD14 (8"3815 0.97 V Elem 12.13 0.00 1 1375 1375 Refer to upperlevel A-2 L Op 2 15.38 0.00 1 4770 4770 HDU5 (4x6)5645 0.84 A-2 R Op 2 20.88 0.00 1 4347 4347 HDU5 (4x6)5645 0.77 A-2 R End 23.88 0.00 1 4574 4574 HDU5 (4x6)5645 0.81 Line C C-1 L End 12.63 24.00 1 3753 3753 HDU5-SDS2.4340 0.86 C-1 L Op 1 17.87 24.00 1 3744 3744 HDU5-SDS2.4340 0.86 C-1 R Op 1 20.63 24.00 1 2605 2605 HDU5-SDS2.4340 0.60 C-1 R End 23.38 24.00 1 2599 2599 HDU5-SDS2.4340 0.60 Line D V Elem 12.13 34.00 1 1374 1374 Refer to upperlevel V Elem 15.88 34.00 1 1357 1357 Refer to upperlevel V Elem 20.13 34.00 1 1374 1374 Refer to upperlevel V Elem 23.88 34.00 1 1357 1357 Refer to upperlevel Line E E-1 L End 0.12 44.00 1 2455 2455 STHD14 (8"3815 0.64 E-1 R End 7.38 44.00 1 2447 2447 STHD14 (8"3815 0.64 Line F F-1 L End 12.13 55.00 1 747 747 LIMIT w/o 1500 0.50 F-1 L Op 1 16.88 55.00 1 747 747 LIMIT w/o 1500 0.50 Level 2 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 3 3-1 L End 12.00 0.12 Min 339 339 LIMIT w/o 1500 0.23 3-1 R End 12.00 12.63 Min 339 339 LIMIT w/o 1500 0.23 3-2 L End 12.00 20.88 Min 349 349 LIMIT w/o 1500 0.23 3-2 L Op 1 12.00 25.88 Min 349 349 LIMIT w/o 1500 0.23 3-2 R Op 1 12.00 29.13 Min 349 349 LIMIT w/o 1500 0.23 3-2 R End 12.00 33.87 Min 349 349 LIMIT w/o 1500 0.23 Line 4 4-1 L End 24.00 0.12 Min 76 76 LIMIT w/o 1500 0.05 4-1 R End 24.00 33.87 Min 76 76 LIMIT w/o 1500 0.05 Line A A-1 L End 12.13 0.00 1 1375 1375 LIMIT w/o 1500 0.92 A-1 L Op 1 15.88 0.00 1 1358 1358 LIMIT w/o 1500 0.91 A-1 R Op 1 20.13 0.00 1 1375 1375 LIMIT w/o 1500 0.92 A-1 R End 23.88 0.00 1 1358 1358 LIMIT w/o 1500 0.91 Line D D-1 L End 12.13 34.00 1 1374 1374 LIMIT w/o 1500 0.92 D-1 L Op 1 15.88 34.00 1 1357 1357 LIMIT w/o 1500 0.90 D-1 R Op 1 20.13 34.00 1 1374 1374 LIMIT w/o 1500 0.92 17 48 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 HOLD-DOWNDESIGN(flexiblewinddesign,continued) D-1 R End 23.88 34.00 1 1357 1357 LIMIT w/o 1500 0.90 Legend: Line-Wall: Atwalloropening–Shearline andwallnumberAtvertical element-Shearline Posit'n-Positionofstud thathold-down isattached to: VElem-Vertical element:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd-At leftorrightwallend LorROpn-At leftorrightsideofopening n t@Opn-Uplift force tatopeningn fromoffsetopening inperforatedwallabove, fromSDPWS4.3.6.2.1 Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical load case: 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 theuplift force t fromperforatedwalls fromSDPWS4.3.6.2.1 whenopeningsarestaggered. Hold-down–Deviceusedfromhold-downdatabase Cap–AllowableASD tension load Crit.Resp.-CriticalResponse = CombinedASDforce / AllowableASD tension load Notes: Refer toShearResults tableforfactorCo,andshearlinedimensions tablefor thesumofLi, usedtocalculate tensionforceTforperforatedwalls fromSDPWSEqn.4.3-8. Designerisresponsiblefordesignofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 18 49 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 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 5.25 1 118 -118 1-1 Right Opening 1 0.00 9.25 1 -48 48 1-1 Left Opening 2 0.00 13.25 1 13 -13 1-1 Right Opening 2 0.00 20.25 1 -277 277 1-1 Left Opening 3 0.00 25.25 1 -165 165 1-1 Right Opening 3 0.00 29.25 1 -330 330 Line 4 4-1 Left Opening 1 24.00 16.75 1 682 -682 4-1 Right Opening 1 24.00 21.75 1 467 -467 4-1 Right Wall End 24.00 33.25 1 935 -935 Line A A-2 Right Opening 1 11.75 0.00 1 -1231 1224 A-2 Left Opening 2 15.50 0.00 1 -188 187 A-2 Right Opening 2 20.75 0.00 1 -738 734 Line C C-1 Left Wall End 12.50 24.00 1 -1555 1551 C-1 Left Opening 1 18.00 24.00 1 -50 50 C-1 Right Opening 1 20.50 24.00 1 -361 360 C-1 Right Wall End 23.50 24.00 1 62 -62 Line E E-1 Right Wall End 7.50 44.00 1 1466-1461 Line F F-1 Left Opening 1 17.00 55.00 1 230 -230 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 3 3-1 Right Wall End 12.00 12.75 1 171 -171 3-2 Left Wall End 12.00 20.75 1 -53 53 3-2 Left Opening 1 12.00 26.00 1 17 -17 3-2 Right Opening 1 12.00 29.00 1 -67 67 Line A A-1 Left Opening 1 16.00 0.00 1 191 -188 A-1 Right Opening 1 20.00 0.00 1 -191 188 Line D D-1 Left Opening 1 16.00 34.00 1 190 -188 D-1 Right Opening 1 20.00 34.00 1 -190 188 Legend: Line-Wall-Shearlineandwallnumber Position…-Sideofopeningorwall end thatdragstrut isattachedto Location-Co-ordinates inPlanView LoadCase-Resultsare forcritical load case: ASCE7All heightsCase1or 2 ASCE7Low-risecorner;CaseAor B DragstrutForce-Axial force in transferelementatopenings,gaps,orchanges indesignshearalongshearline.+ : tension;- : compression. BasedonASD-factoredshearline force(vmaxfrom4.3.6.4.1.1forperforatedwalls) Strap/BlockingForce–For force-transferwalls, force transferredfromaboveandbelowopeningtoshearwallpier. ->Due toshearline force in thewest-to-eastorsouth-to-northdirection <-Due toshearline force in theeast-to-westornorth-to-southdirection 19 50 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 Flexible Diaphragm Seismic Design SEISMICINFORMATION Level Mass Area Story Shear[lbs]DiaphragmForce[lbs] [lbs][sq.ft]E-W N-S E-W:Fpx Design N-S:Fpx Design 2 14598 504.0 3470 3470 2469 2469 2469 2469 1 52861 1303.6 6908 6908 8940 11967 8940 12598 All 67459 -10378 10378 -- - - Legend: Mass–Sumofallgeneratedandinputbuilding masseson level=wx inASCE7equation12.8-12. StoryShear–Total unfactored(strength-level)shear force inducedat levelx, = Fx inASCE7equation12.8-11. DiaphragmForce–MinimumASD-factored forcefordiaphragmdesign, usedbyShearwallsonlyfordragstrut forces,asperException to12.10.2.1. Fpx is fromEqns.12.10-1,-2,and-3.Design = Thegreaterof thestoryshearandFpx + transferforces 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. 20 51 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 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 - - 2786 - - -242 --6905 - Wall1-1 2 Both - - 2786 -1.0 -242 --6905 - Seg. 1 -Both 97.6 0.0 512 -1.0 -242 -242 1269 0.40 Seg. 2 -Both 86.7 0.0 347 -.89 -215 -215 860 0.40 Seg. 3 -Both 97.6 0.0 488 -1.0 -242 -242 1209 0.40 Seg. 4 -Both 97.6 0.0 1439 -1.0 -242 -242 3567 0.40 Line 3 Level 2 Ln3, Lev2 -Both - - 1463 - - -242 --5561 - Wall3-1 2 Both 63.6 - 811 -1.0 -242 -242 3083 0.26 Wall3-2 2 Both - - 652 -1.0 -242 --2478 - Seg. 1 -Both 63.6 0.0 334 -1.0 -242 -242 1269 0.26 Seg. 2 -Both 63.6 0.0 318 -1.0 -242 -242 1209 0.26 Line 4 Ln4, Lev2 2 Both 28.4 - 966 -1.0 -242 -242 8221 0.12 Level 1 Ln4, Lev1 -Both - - 4184 - - -242 --6831 - Wall4-1 2 Both - - 4184 -1.0 -242 --6831 - Seg. 1 -Both 148.1 0.0 2481 -1.0 -242 -242 4050 0.61 Seg. 2 -Both 148.1 0.0 1703 -1.0 -242 -242 2781 0.61 Wall4-2 2^Both 0.0 - 0 -1.0 -242 -- - - Line 5 Ln5, Lev1 2 Both 15.0 - 295 -1.0 -242 -242 4776 0.06 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 - - 1218 - - -242 --1934 - WallA-1 2 Both - - 1218 -1.0 -242 --1934 - Seg. 1 -Both 152.3 0.0 609 -1.0 -242 -242 967 0.63 Seg. 2 -Both 152.3 0.0 609 -1.0 -242 -242 967 0.63 Level 1 LnA, Lev1 -Both - - 2393 - - -456 --2494 - WallA-2 1^Both - - 2393 -1.0 -456 --2494 - Seg. 1 -Both 0.0 0.0 0 -1.0 -456 -456 - - Seg. 2 -Both 364.4 0.0 1366 -.83 -380 -380 1424 0.96 Seg. 3 -Both 315.8 0.0 1026 -.72 -329 -329 1070 0.96 Line C LnC, Lev1 -Both - - 2471 - - -353 --2651 - WallC-1 3^Both - - 2471 -1.0 -353 --2651 - Seg. 1 -Both 329.5 0.0 1812 -1.0 -353 -353 1944 0.93 Seg. 2 -Both 219.7 0.0 659 -.67 -236 -236 707 0.93 Line D Level 2 LnD, Lev2 -Both - - 1211 - - -242 --1934 - WallD-1 2 Both - - 1211 -1.0 -242 --1934 - Seg. 1 -Both 151.4 0.0 605 -1.0 -242 -242 967 0.63 Seg. 2 -Both 151.4 0.0 605 -1.0 -242 -242 967 0.63 Line E Level 1 LnE, Lev1 -Both - - 1989 - - -353 --2651 - WallE-1 3 Both 265.1 - 1989 -1.0 -353 -353 2651 0.75 Line F LnF, Lev1 -Both - - 412 - - -242 --1209 - WallF-1 2 Both - - 412 -1.0 -242 --1209 - Seg. 1 -Both 82.5 0.0 412 -1.0 -242 -242 1209 0.34 Seg. 2 -Both 0.0 0.0 0 -1.0 -242 -242 - - Legend: WGp-Wall designgroupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswallis critical forallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. v-Designshear forceonsegment = ASD-factoredshearforceperunit lengthoffull-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorandin-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHSis factored fornarrowsegmentsas per4.3.4.3 Force-transferwalls:Shear forceinpiersaboveandbeloweitheropeningsorpiersbesideopening(s).Aspectratio factordoesnotapplyto these piers. 21 52 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 V-ASD factoredshear force.Forshearline: totalshearline 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 factor forperforatedwalls fromSDPWSEquation4.3-5. C-Sheathingcombinationrule,A=Addcapacities,S = Strongestside or twiceweakest,G = Stiffness-basedusingSDPWS4.3-3. Cmb-Combinedinteriorandexteriorunitshearcapacityincludingperforatedwall factorCo. V–Totalfactoredshearcapacityofshearline,wall orsegment. CritResp–Responseratio = v/Cmb = designshear force/unitshearcapacity."W" indicates thatthewinddesigncriterionwascritical inselecting wall. Notes: Refer toElevationViewdiagramsfor individual levelforupliftanchorageforce t forperforatedwallsgivenbySDPWS4.3.6.4.2,4. 22 53 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 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 0.12 922 922 LIMIT w/o 1500 0.61 1-1 L Op 1 0.00 5.13 922 922 LIMIT w/o 1500 0.61 1-1 R Op 1 0.00 9.38 833 833 LIMIT w/o 1500 0.56 1-1 L Op 2 0.00 13.13 833 833 LIMIT w/o 1500 0.56 1-1 R Op 2 0.00 20.37 924 924 LIMIT w/o 1500 0.62 1-1 L Op 3 0.00 25.13 924 924 LIMIT w/o 1500 0.62 1-1 R Op 3 0.00 29.38 893 893 LIMIT w/o 1500 0.60 1-1 R End 0.00 43.88 893 893 LIMIT w/o 1500 0.60 Line 3 V Elem 12.00 0.12 519 519 Refer to upper level V Elem 12.00 12.63 519 519 Refer to upper level V Elem 12.00 20.88 534 534 Refer to upper level V Elem 12.00 25.88 534 534 Refer to upper level V Elem 12.00 29.13 536 536 Refer to upper level V Elem 12.00 33.87 536 536 Refer to upper level Line 4 4-1 L End 24.00 0.12 1582 1582 STHD14(8"3815 0.41 4-1 L Op 1 24.00 16.62 1353 1353 LIMIT w/o 1500 0.90 4-1 R Op 1 24.00 21.88 1362 1362 LIMIT w/o 1500 0.91 4-1 R End 24.00 33.13 1362 1362 LIMIT w/o 1500 0.91 V Elem 24.00 33.87 229 229 Refer to upper level Line 5 5-1 L End 29.00 33.38 136 136 LIMIT w/o 1500 0.09 5-1 R End 29.00 52.88 136 136 LIMIT w/o 1500 0.09 Line A A-2 R Op 1 11.88 0.00 3514 3514 STHD14(8"3815 0.92 V Elem 12.13 0.00 1465 1465 Refer to upper level A-2 L Op 2 15.38 0.00 4699 4699 HDU5 (4x6)5645 0.83 A-2 R Op 2 20.88 0.00 4265 4265 HDU5 (4x6)5645 0.76 A-2 R End 23.88 0.00 4544 4544 HDU5 (4x6)5645 0.80 Line C C-1 L End 12.63 24.00 3107 3107 HDU5-SDS2.4340 0.72 C-1 L Op 1 17.87 24.00 3107 3107 HDU5-SDS2.4340 0.72 C-1 R Op 1 20.63 24.00 2157 2157 HDU5-SDS2.4340 0.50 C-1 R End 23.38 24.00 2157 2157 HDU5-SDS2.4340 0.50 Line D V Elem 12.13 34.00 1456 1456 Refer to upper level V Elem 15.88 34.00 1456 1456 Refer to upper level V Elem 20.13 34.00 1456 1456 Refer to upper level V Elem 23.88 34.00 1456 1456 Refer to upper level Line E E-1 L End 0.12 44.00 2469 2469 STHD14(8"3815 0.65 E-1 R End 7.38 44.00 2469 2469 STHD14(8"3815 0.65 Line F F-1 L End 12.13 55.00 781 781 LIMIT w/o 1500 0.52 F-1 L Op 1 16.88 55.00 781 781 LIMIT w/o 1500 0.52 Level 2 TensileASD Line-Location[ft]HolddownForce[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 3 3-1 L End 12.00 0.12 519 519 LIMIT w/o 1500 0.35 3-1 R End 12.00 12.63 519 519 LIMIT w/o 1500 0.35 3-2 L End 12.00 20.88 534 534 LIMIT w/o 1500 0.36 3-2 L Op 1 12.00 25.88 534 534 LIMIT w/o 1500 0.36 3-2 R Op 1 12.00 29.13 536 536 LIMIT w/o 1500 0.36 3-2 R End 12.00 33.87 536 536 LIMIT w/o 1500 0.36 Line 4 4-1 L End 24.00 0.12 229 229 LIMIT w/o 1500 0.15 4-1 R End 24.00 33.87 229 229 LIMIT w/o 1500 0.15 Line A A-1 L End 12.13 0.00 1465 1465 LIMIT w/o 1500 0.98 A-1 L Op 1 15.88 0.00 1465 1465 LIMIT w/o 1500 0.98 A-1 R Op 1 20.13 0.00 1465 1465 LIMIT w/o 1500 0.98 A-1 R End 23.88 0.00 1465 1465 LIMIT w/o 1500 0.98 Line D D-1 L End 12.13 34.00 1456 1456 LIMIT w/o 1500 0.97 D-1 L Op 1 15.88 34.00 1456 1456 LIMIT w/o 1500 0.97 D-1 R Op 1 20.13 34.00 1456 1456 LIMIT w/o 1500 0.97 23 54 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 HOLD-DOWNDESIGN(flexibleseismicdesign,continued) D-1 R End 23.88 34.00 1456 1456 LIMIT w/o 1500 0.97 Legend: Line-Wall: Atwalloropening–Shearline andwallnumber Atvertical element-Shearline Posit'n-Positionofstudthathold-down isattached to: VElem-Vertical element:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd-At leftorrightwallend LorROpn-At leftorrightsideofopening n t@Opn-Uplift force tatopeningn 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.Mayalsoincludetheupliftforce t fromperforatedwalls fromSDPWS 4.3.6.2.1whenopeningsarestaggered. Hold-down–Deviceusedfromhold-downdatabase Cap–AllowableASD tension load Crit.Resp.–CriticalResponse = CombinedASDforce/AllowableASD tension load Notes: CombinedforcefromASCE72.4.1 loadcombination 10 =-(0.6D-0.7Ev + 0.7Eh);Eh(from12.4.2.1) = -shearoverturningforce Refer toShearResults tableforfactorCo,andshearlinedimensions tablefor thesumofLi, usedtocalculate tensionforceTforperforatedwalls fromSDPWSEqn.4.3-8. Designerisresponsiblefordesignofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 24 55 of 97 WoodWorks®Shearwalls 1361-SHEAR(Gar.Ext.).wsw Sep. 9, 2022 10:36:36 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 7034 7034 1-1 Left Opening 1 0.00 5.25 454 -454 1-1 Right Opening 1 0.00 9.25 -186 186 1-1 Left Opening 2 0.00 13.25 51 -51 1-1 Right Opening 2 0.00 20.25 -1068 1068 1-1 Left Opening 3 0.00 25.25 -636 636 1-1 Right Opening 3 0.00 29.25 -1275 1275 Line 4 Shearline force 9239 9239 4-1 Left Opening 1 24.00 16.75 2664-2664 4-1 Right Opening 1 24.00 21.75 1824-1824 4-1 Right Wall End 24.00 33.25 3654-3654 Line A Shearline force 4237 4237 A-2 Right Opening 1 11.75 0.00 -2074 2074 A-2 Left Opening 2 15.50 0.00 -317 317 A-2 Right Opening 2 20.75 0.00 -1244 1244 Line C Shearline force 6203 6203 C-1 Left Wall End 12.50 24.00 -3231 3231 C-1 Left Opening 1 18.00 24.00 -103 103 C-1 Right Opening 1 20.50 24.00 -750 750 C-1 Right Wall End 23.50 24.00 129 -129 Line E Shearline force 5088 5088 E-1 Right Wall End 7.50 44.00 3772-3772 Line F Shearline force 953 953 F-1 Left Opening 1 17.00 55.00 556 -556 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 3 Shearline force 1487 1487 3-1 Right Wall End 12.00 12.75 267 -267 3-2 Left Wall End 12.00 20.75 -83 83 3-2 Left Opening 1 12.00 26.00 27 -27 3-2 Right Opening 1 12.00 29.00 -105 105 Line A Shearline force 1238 1238 A-1 Left Opening 1 16.00 0.00 206 -206 A-1 Right Opening 1 20.00 0.00 -206 206 Line D Shearline force 1231 1231 D-1 Left Opening 1 16.00 34.00 205 -205 D-1 Right Opening 1 20.00 34.00 -205 205 Legend: Line-Wall-Shearlineandwallnumber Position…-Sideofopeningorwall end thatdragstrut isattachedto Location-Co-ordinates inPlanView DragstrutForce-Axial force in transferelementatopenings,gaps,orchanges indesignshearalongshearline.+ : tension;- : compression. BasedonASD-factoredshearline forceshown.ForSDCC-F, it is thegreaterof thedesignshearline forceand thediaphragmforceFpx,added toshearline force fromstoryaboveandto forces transferred fromdiscontinuousshearlines factoredbyoverstrength(omega)asper12.10.1.1. Refer toSeismic Information table fordiaphragm forcesandomega factor. ForSDCD-F, ifhorizontal torsional irregularities2,3,or4are input,orverticalirregularity4detectedor input,25% increase from12.3.3.4applied. Forperforatedwalls, this forceisconverted tovmaxusing4.3.6.4.1.1. Strap/BlockingForce–For force-transferwalls, force transferredfromaboveandbelowopeningtoshearwallpier. ->Due toshearline force in thewest-to-eastorsouth-to-northdirection <-Due toshearline force in theeast-to-westornorth-to-southdirection 25 56 of 97 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)1361-SHEAR(2Car Gar.).wsw Sep.13,202210:47:59 -10'-5'0'5'10'15'20'25'30'35'40'45'50' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' F-1 A-2 E-2 E-1 A-1 C-1 D-1 F-2 Segmented Perforated Force-transfer Non-shearwall Aspectfactor Orange=Selectedwall(s) Level1of 2 57 of 97 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)1361-SHEAR(2Car Gar.).wsw Sep.13,202210:47:59 -10'-5'0'5'10'15'20'25'30'35'40' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' D-1 A-1 B-1 C-1 Segmented Perforated Force-transfer Non-shearwall Aspectfactor Orange=Selectedwall(s) Level2of 2 58 of 97 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls2019(Update3) 1361-SHEAR(2CarGar.).wsw Sep.13,202210:48:09 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) 0.70Seismic 0.60Wind 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) 3.08 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 Equation 4.3-5 Non-identical materialsandconstructionontheshearline:Notallowed DeflectionEquation:Nodeflection analysis Drift limitforwinddesign:1 /500 story height Force-transferstrap:Continuous at top of highestopening 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 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 0.187s 0.187s ApproximateTa 0.187s 0.187s Maximum T 0.262s 0.262s 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 59 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 20.54 0.0 Level2 12.54 9.3 8.00 Level1 2.77 9.3 9.00 Foundation 2.00 BLOCKandROOF INFORMATION Block RoofPanels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story N-S Ridge LocationX,Y =12.00 0.00 North Gable 90.0 1.00 ExtentX,Y =12.00 34.00 South Gable 90.0 1.00 RidgeXLocation,Offset 18.00 0.00 East Side 27.0 1.00 RidgeElevation,Height 23.60 3.06 West Side 27.0 1.00 Block 2 2 Story E-W Ridge LocationX,Y =0.00 12.75 North Side 27.0 1.00 ExtentX,Y =12.00 8.00 South Side 27.0 1.00 RidgeYLocation,Offset 16.75 0.00 East Joined 153.0 1.00 RidgeElevation,Height 22.58 2.04 West Gable 90.0 1.00 Block 3 1 Story N-S Ridge LocationX,Y =0.00 0.25 North Gable 90.0 1.00 ExtentX,Y =24.25 43.75 South Gable 90.0 1.00 RidgeXLocation,Offset 12.13 0.00 East Side 18.0 1.00 RidgeElevation,Height 24.48 3.94 West Side 18.0 1.00 Block 4 1 Story N-S Ridge LocationX,Y =7.50 44.00 North Gable 90.0 1.00 ExtentX,Y =16.50 3.75 South Joined 90.0 1.00 RidgeXLocation,Offset 15.75 0.00 East Side 18.0 1.00 RidgeElevation,Height 23.22 2.68 West Side 18.0 1.00 Block 5 1 Story N-S Ridge LocationX,Y =12.00 47.75 North Gable 90.0 1.00 ExtentX,Y =12.00 7.25 South Joined 90.0 1.00 RidgeXLocation,Offset 18.00 0.00 East Side 18.0 1.00 RidgeElevation,Height 22.49 1.95 West Side 18.0 1.00 Block 6 1 Story E-W Ridge LocationX,Y =24.25 33.25 North Side 14.0 1.00 ExtentX,Y =9.75 19.75 South Side 14.0 1.00 RidgeYLocation,Offset 43.13 0.00 East Gable 90.0 1.00 RidgeElevation,Height 23.00 2.46 West Gable 90.0 0.00 2 60 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 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 1,2,3 2 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3 3 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Nail N 4 12 Y 1,2,3 Legend: Grp–WallDesignGroupnumber,usedtoreferencewall inother tables(createdbyprogram) Surf–Exterioror interiorsurfacewhenapplied toexteriorwall Ratng–Spanrating,seeSDPWSTableC4.2.2.2C Thick–Nominalpanel thickness GU-Gypsumunderlay thickness Ply–Numberofplies(or layers) inconstructionofplywoodsheets Or–Orientation of longerdimension of sheathingpanels Gvtv–Shearstiffness in lb/in.ofdepth fromSDPWSTablesC4.2.2A-B Type–Fastener type fromSDPWSTables4.3A-D:Nail–commonwirenail forstructuralpanelsand lumber,coolerorgypsumwallboardnailfor GWB,plasterboardnail forgypsum lath,galvanisednail forgypsumsheathing;Box-boxnail;Casing – casingnail;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 allpaneledges;Y(es)orN(o) ApplyNotes–Notesbelow table legendwhichapply tosheathingside Notes: 1.Capacityhasbeenreducedforframingspecificgravityaccording toSDPWST4.3ANote3. 2.Framing at adjoining panel edgesmustbe3"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 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 2 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 3 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 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. Notes: Checkmanufacturerequirementsforstudsize,gradeandspecificgravity(G)forallshearwallhold-downs. 3 61 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 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 2 Line 1 NSW 0.00 0.00 44.00 44.00 0.00 -8.00 Wall 1-1 NSW 0.00 12.75 20.75 8.00 0.00 1.00 - Level 1 Line 1 2 0.00 0.00 44.00 44.00 29.00 -9.00 Wall 1-1 Seg 2 0.00 0.00 44.00 44.00 29.00 -- Segment 1 --0.00 5.25 5.25 -1.71 - Opening 1 --5.25 9.25 4.00 --6.00 Segment 2 --9.25 13.25 4.00 -2.25 - Opening 2 --13.25 20.25 7.00 --6.00 Segment 3 --20.25 25.25 5.00 -1.80 - Opening 3 --25.25 29.25 4.00 --6.00 Segment 4 --29.25 44.00 14.75 -0.61 - Line 2 Level 1 Line 2 NSW 7.50 44.00 47.75 3.75 0.00 -9.00 Wall 2-1 NSW 7.50 44.00 47.75 3.75 0.00 1.00 - Line 3 Level 2 Line 3 2 12.00 0.00 34.00 34.00 23.00 -8.00 Wall 3-1 Seg 2 12.00 0.00 12.75 12.75 12.75 0.63 - Wall 3-2 Seg 2 12.00 20.75 34.00 13.25 10.25 -- Segment 1 --20.75 26.00 5.25 -1.52 - Opening 1 --26.00 29.00 3.00 --6.00 Segment 2 --29.00 34.00 5.00 -1.60 - Level 1 Line 3 NSW 12.00 0.00 55.00 55.00 0.00 -9.00 Wall 3-1 NSW 12.00 47.75 55.00 7.25 0.00 1.00 - Line 4 Level 2 Line 4 Seg 2 24.00 0.00 34.00 34.00 34.00 -8.00 Wall 4-1 Seg 2 24.00 0.00 34.00 34.00 34.00 0.24 - Level 1 Line 4 2 24.00 0.00 55.00 55.00 28.25 -9.00 Wall 4-1 Seg 2 24.00 0.00 33.25 33.25 28.25 -- Segment 1 --0.00 16.75 16.75 -0.54 - Opening 1 --16.75 21.75 5.00 --6.00 Segment 2 --21.75 33.25 11.50 -0.78 - Wall 4-2 Seg 2 24.00 53.00 55.00 2.00 0.00 4.50 - Line 5 Level 1 Line 5 Seg 2 34.00 33.25 53.00 19.75 19.75 -9.00 Wall 5-1 Seg 2 34.00 33.25 53.00 19.75 19.75 0.46 - East-west Type Wall Location Extent[ft]Length FHS Aspect Height Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft] Line A Level 2 Line A 2 0.00 12.00 24.00 12.00 8.00 -8.00 Wall A-1 Seg 2 0.00 12.00 24.00 12.00 8.00 -- Segment 1 --12.00 16.00 4.00 -2.00 - Opening 1 --16.00 20.00 4.00 --6.00 Segment 2 --20.00 24.00 4.00 -2.00 - Level 1 Line A 1 0.00 0.00 24.00 24.00 7.00 -9.00 Wall A-1 NSW 0.00 0.00 8.75 8.75 0.00 -- Segment 1 --0.00 1.75 1.75 --- Opening 1 --1.75 7.00 5.25 --4.00 Segment 2 --7.00 8.75 1.75 --- Wall A-2 Seg 1 0.00 8.75 24.00 15.25 7.00 -- Segment 1 --8.75 9.25 0.50 -18.00 - Opening 1 --9.25 11.75 2.50 --6.00 Segment 2 --11.75 15.50 3.75 -2.40 - Opening 2 --15.50 20.75 5.25 --6.00 Segment 3 --20.75 24.00 3.25 -2.77 - Line B Level 2 Line B NSW 12.75 0.00 12.00 12.00 0.00 -8.00 Wall B-1 NSW 12.75 0.00 12.00 12.00 0.00 1.00 - 4 62 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Line C Level 2 Line C NSW 24.00 0.00 23.50 23.50 0.00 -8.00 Wall C-1 NSW 20.75 0.00 12.00 12.00 0.00 1.00 - Level 1 Line C 3 24.00 0.00 24.00 24.00 8.50 -9.00 Wall C-1 Seg 3 24.00 12.50 23.50 11.00 8.50 -- Segment 1 --12.50 18.00 5.50 -1.64 - Opening 1 --18.00 20.50 2.50 --6.00 Segment 2 --20.50 23.50 3.00 -3.00 - Line D Level 2 Line D 2 34.00 12.00 24.00 12.00 8.00 -8.00 Wall D-1 Seg 2 34.00 12.00 24.00 12.00 8.00 -- Segment 1 --12.00 16.00 4.00 -2.00 - Opening 1 --16.00 20.00 4.00 --6.00 Segment 2 --20.00 24.00 4.00 -2.00 - Level 1 Line D NSW 34.00 12.00 34.00 22.00 0.00 -9.00 Wall D-1 NSW 33.25 24.00 34.00 10.00 0.00 1.00 - Line E Level 1 Line E 3 44.00 0.00 34.00 34.00 7.50 -9.00 Wall E-1 Seg 3 44.00 0.00 7.50 7.50 7.50 1.20 - Wall E-2 NSW 47.75 7.50 12.00 4.50 0.00 1.00 - Line F Level 1 Line F 2 55.00 12.00 24.00 12.00 5.00 -9.00 Wall F-1 Seg 2 55.00 12.00 24.00 12.00 5.00 -- Segment 1 --12.00 17.00 5.00 -1.80 - Opening 1 --17.00 23.00 6.00 --4.00 Segment 2 --23.00 24.00 1.00 -9.00 - Wall F-2 NSW 53.00 24.00 34.00 10.00 0.00 1.00 - Legend: Type-Seg = segmented,Prf = perforated,FT = force-transfer,NSW = non-shearwall Location-Dimension perpendicular towall 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-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall If twowallgroupnumbers listed, theyare forrigid diaphragmand flexible diaphragmdesign. 5 63 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 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 WRoof 1 W->E Wind Line -1.00 35.00 4.1 Block 1 WRoof MinW->E Wind Line -1.00 35.00 14.3 Block 1 WWall 1 W->E Wind Line 0.00 12.75 43.7 Block 1 WWall MinW->E Wind Line 0.00 12.75 32.0 Block 1 WWall 1 W->E Wind Line 12.75 20.75 43.7 Block 1 WWall MinW->E Wind Line 12.75 20.75 32.0 Block 1 WWall MinW->E Wind Line 20.75 34.00 32.0 Block 1 WWall 1 W->E Wind Line 20.75 34.00 43.7 Block 1 ERoof 1 W->E Lee Line -1.00 35.00 30.7 Block 1 ERoof MinW->E Lee Line -1.00 35.00 14.3 Block 1 EWall MinW->E Lee Line 0.00 34.00 32.0 Block 1 EWall 1 W->E Lee Line 0.00 34.00 28.7 Block 1 WRoof 1 E->W Lee Line -1.00 35.00 30.7 Block 1 WRoof MinE->W Lee Line -1.00 35.00 14.3 Block 1 WWall MinE->W Lee Line 0.00 12.75 32.0 Block 1 WWall 1 E->W Lee Line 0.00 12.75 28.7 Block 1 WWall 1 E->W Lee Line 12.75 20.75 28.7 Block 1 WWall MinE->W Lee Line 12.75 20.75 32.0 Block 1 WWall 1 E->W Lee Line 20.75 34.00 28.7 Block 1 WWall MinE->W Lee Line 20.75 34.00 32.0 Block 1 ERoof 1 E->W Wind Line -1.00 35.00 4.1 Block 1 ERoof MinE->W Wind Line -1.00 35.00 14.3 Block 1 EWall MinE->W Wind Line 0.00 34.00 32.0 Block 1 EWall 1 E->W Wind Line 0.00 34.00 43.7 Block 1 SWall 1 S->N Wind Line 0.00 12.00 43.7 Block 1 SWall MinS->N Wind Line 0.00 12.00 32.0 Block 1 SWall 1 S->N Wind Line 12.00 24.00 43.7 Block 1 SWall MinS->N Wind Line 12.00 24.00 32.0 Block 1 SL Gable 1 S->N Wind Line 12.00 18.00 0.0 34.9 Block 1 SL Gable MinS->N Wind Line 12.00 18.00 0.0 24.5 Block 1 SR Gable 1 S->N Wind Line 18.00 24.00 34.9 0.0 Block 1 SR Gable MinS->N Wind Line 18.00 24.00 24.5 0.0 Block 1 NWall MinS->N Lee Line 0.00 12.00 32.0 Block 1 NWall 1 S->N Lee Line 0.00 12.00 14.8 Block 1 NL Gable 1 S->N Lee Line 12.00 18.00 0.0 11.3 Block 1 NL Gable MinS->N Lee Line 12.00 18.00 0.0 24.5 Block 1 NWall MinS->N Lee Line 12.00 24.00 32.0 Block 1 NWall 1 S->N Lee Line 12.00 24.00 14.8 Block 1 NR Gable 1 S->N Lee Line 18.00 24.00 11.3 0.0 Block 1 NR Gable MinS->N Lee Line 18.00 24.00 24.5 0.0 Block 1 SWall 1 N->S Lee Line 0.00 12.00 14.8 Block 1 SWall MinN->S Lee Line 0.00 12.00 32.0 Block 1 SL Gable MinN->S Lee Line 12.00 18.00 0.0 24.5 Block 1 SWall 1 N->S Lee Line 12.00 24.00 14.8 Block 1 SL Gable 1 N->S Lee Line 12.00 18.00 0.0 11.3 Block 1 SWall MinN->S Lee Line 12.00 24.00 32.0 Block 1 SR Gable MinN->S Lee Line 18.00 24.00 24.5 0.0 Block 1 SR Gable 1 N->S Lee Line 18.00 24.00 11.3 0.0 Block 1 NWall 1 N->S Wind Line 0.00 12.00 43.7 Block 1 NWall MinN->S Wind Line 0.00 12.00 32.0 Block 1 NWall MinN->S Wind Line 12.00 24.00 32.0 Block 1 NWall 1 N->S Wind Line 12.00 24.00 43.7 Block 1 NL Gable MinN->S Wind Line 12.00 18.00 0.0 24.5 Block 1 NL Gable 1 N->S Wind Line 12.00 18.00 0.0 34.9 Block 1 NR Gable 1 N->S Wind Line 18.00 24.00 34.9 0.0 Block 1 NR Gable MinN->S Wind Line 18.00 24.00 24.5 0.0 Block 2 WL Gable MinW->E Wind Line 12.75 16.75 0.0 16.3 Block 2 WL Gable 1 W->E Wind Line 12.75 16.75 0.0 23.1 Block 2 WR Gable MinW->E Wind Line 16.75 20.75 16.3 0.0 Block 2 WR Gable 1 W->E Wind Line 16.75 20.75 23.1 0.0 Block 2 WL Gable MinE->W Lee Line 12.75 16.75 0.0 16.3 Block 2 WL Gable 1 E->W Lee Line 12.75 16.75 0.0 11.6 Block 2 WR Gable 1 E->W Lee Line 16.75 20.75 11.6 0.0 Block 2 WR Gable MinE->W Lee Line 16.75 20.75 16.3 0.0 Block 2 SCtr Roof 1 S->N Wind Line -1.00 11.00 2.9 Block 2 SCtr Roof MinS->N Wind Line -1.00 11.00 10.2 Block 2 SR Roof 1 S->N Wind Line 11.00 16.00 2.9 0.0 Block 2 S R Roof Min S->N Wind Line 11.00 16.00 10.2 0.0 6 64 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 2 N Ctr Roof 1 S->N Lee Line -1.00 11.00 21.8 Block 2 NCtr Roof MinS->N Lee Line -1.00 11.00 10.2 Block 2 NR Roof MinS->N Lee Line 11.00 16.00 10.2 0.0 Block 2 NR Roof 1 S->N Lee Line 11.00 16.00 21.8 0.0 Block 2 SCtr Roof 1 N->S Lee Line -1.00 11.00 21.8 Block 2 SCtr Roof MinN->S Lee Line -1.00 11.00 10.2 Block 2 SR Roof 1 N->S Lee Line 11.00 16.00 21.8 0.0 Block 2 SR Roof MinN->S Lee Line 11.00 16.00 10.2 0.0 Block 2 NCtr Roof MinN->S Wind Line -1.00 11.00 10.2 Block 2 NCtr Roof 1 N->S Wind Line -1.00 11.00 2.9 Block 2 NR Roof MinN->S Wind Line 11.00 16.00 10.2 0.0 Block 2 NR Roof 1 N->S Wind Line 11.00 16.00 2.9 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 12.75 41.4 Block 1 WWall MinW->EWind Line 0.00 44.00 42.2 Block 1 WWall 1 W->EWind Line 0.00 44.00 54.2 Block 1 WWall MinW->EWind Line 0.00 12.75 32.0 Block 1 WWall 1 W->EWind Line 12.75 20.75 41.4 Block 1 WWall MinW->EWind Line 12.75 20.75 32.0 Block 1 WWall MinW->EWind Line 20.75 34.00 32.0 Block 1 WWall 1 W->EWind Line 20.75 34.00 41.4 Block 1 WWall 1 W->EWind Line 44.00 47.75 54.2 Block 1 WWall MinW->EWind Line 44.00 47.75 42.2 Block 1 WWall MinW->EWind Line 47.75 55.00 42.2 Block 1 WWall 1 W->EWind Line 47.75 55.00 54.2 Block 1 EWall 1 W->E Lee Line 0.00 33.25 37.9 Block 1 EWall MinW->E Lee Line 0.00 33.25 42.2 Block 1 EWall MinW->E Lee Line 0.00 34.00 32.0 Block 1 EWall 1 W->E Lee Line 0.00 34.00 28.7 Block 1 EWall 1 W->E Lee Line 33.25 53.00 37.9 Block 1 EWall MinW->E Lee Line 33.25 53.00 42.2 Block 1 EWall 1 W->E Lee Line 53.00 55.00 37.9 Block 1 EWall MinW->E Lee Line 53.00 55.00 42.2 Block 1 WWall MinE->W Lee Line 0.00 44.00 42.2 Block 1 WWall MinE->W Lee Line 0.00 12.75 32.0 Block 1 WWall 1 E->W Lee Line 0.00 44.00 37.9 Block 1 WWall 1 E->W Lee Line 0.00 12.75 28.7 Block 1 WWall 1 E->W Lee Line 12.75 20.75 28.7 Block 1 WWall MinE->W Lee Line 12.75 20.75 32.0 Block 1 WWall 1 E->W Lee Line 20.75 34.00 28.7 Block 1 WWall MinE->W Lee Line 20.75 34.00 32.0 Block 1 WWall 1 E->W Lee Line 44.00 47.75 37.9 Block 1 WWall MinE->W Lee Line 44.00 47.75 42.2 Block 1 WWall MinE->W Lee Line 47.75 55.00 42.2 Block 1 WWall 1 E->W Lee Line 47.75 55.00 37.9 Block 1 EWall MinE->WWind Line 0.00 33.25 42.2 Block 1 EWall 1 E->WWind Line 0.00 33.25 54.2 Block 1 EWall MinE->WWind Line 0.00 34.00 32.0 Block 1 EWall 1 E->WWind Line 0.00 34.00 41.4 Block 1 EWall 1 E->WWind Line 33.25 53.00 54.2 Block 1 EWall MinE->WWind Line 33.25 53.00 42.2 Block 1 EWall MinE->WWind Line 53.00 55.00 42.2 Block 1 EWall 1 E->WWind Line 53.00 55.00 54.2 Block 1 SWall MinS->NWind Line 0.00 12.00 32.0 Block 1 SWall 1 S->NWind Line 0.00 24.00 54.2 Block 1 SWall 1 S->NWind Line 0.00 12.00 41.4 Block 1 SWall MinS->NWind Line 0.00 24.00 42.2 Block 1 SWall MinS->NWind Line 12.00 24.00 32.0 Block 1 SWall 1 S->NWind Line 12.00 24.00 41.4 Block 1 SWall 1 S->NWind Line 24.00 34.00 54.2 Block 1 SWall MinS->NWind Line 24.00 34.00 42.2 Block 1 NWall MinS->N Lee Line 0.00 7.50 42.2 Block 1 NWall MinS->N Lee Line 0.00 12.00 32.0 Block 1 NWall 1 S->N Lee Line 0.00 12.00 14.8 Block 1 NWall 1 S->N Lee Line 0.00 7.50 19.6 Block 1 NWall 1 S->N Lee Line 7.50 12.00 19.6 Block 1 NWall MinS->N Lee Line 7.50 12.00 42.2 Block 1 NWall MinS->N Lee Line 12.00 24.00 32.0 Block 1 NWall 1 S->N Lee Line 12.00 24.00 19.6 Block 1 N Wall Min S->N Lee Line 12.00 24.00 42.2 7 65 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 1 N Wall 1 S->N Lee Line 12.00 24.00 14.8 Block 1 NWall MinS->N Lee Line 24.00 34.00 42.2 Block 1 NWall 1 S->N Lee Line 24.00 34.00 19.6 Block 1 SWall 1 N->S Lee Line 0.00 24.00 19.6 Block 1 SWall 1 N->S Lee Line 0.00 12.00 14.8 Block 1 SWall MinN->S Lee Line 0.00 12.00 32.0 Block 1 SWall MinN->S Lee Line 0.00 24.00 42.2 Block 1 SWall 1 N->S Lee Line 12.00 24.00 14.8 Block 1 SWall MinN->S Lee Line 12.00 24.00 32.0 Block 1 SWall 1 N->S Lee Line 24.00 34.00 19.6 Block 1 SWall MinN->S Lee Line 24.00 34.00 42.2 Block 1 NWall 1 N->SWind Line 0.00 7.50 54.2 Block 1 NWall MinN->SWind Line 0.00 7.50 42.2 Block 1 NWall MinN->SWind Line 0.00 12.00 32.0 Block 1 NWall 1 N->SWind Line 0.00 12.00 41.4 Block 1 NWall 1 N->SWind Line 7.50 12.00 54.2 Block 1 NWall MinN->SWind Line 7.50 12.00 42.2 Block 1 NWall MinN->SWind Line 12.00 24.00 42.2 Block 1 NWall MinN->SWind Line 12.00 24.00 32.0 Block 1 NWall 1 N->SWind Line 12.00 24.00 54.2 Block 1 NWall 1 N->SWind Line 12.00 24.00 41.4 Block 1 NWall MinN->SWind Line 24.00 34.00 42.2 Block 1 NWall 1 N->SWind Line 24.00 34.00 54.2 Block 3 WRoof MinW->EWind Line -0.75 45.00 17.1 Block 3 WRoof 1 W->EWind Line -0.75 45.00 -10.1 Block 3 ERoof MinW->E Lee Line -0.75 45.00 17.1 Block 3 ERoof 1 W->E Lee Line -0.75 45.00 36.6 Block 3 WRoof 1 E->W Lee Line -0.75 45.00 36.6 Block 3 WRoof MinE->W Lee Line -0.75 45.00 17.1 Block 3 ERoof 1 E->WWind Line -0.75 45.00 -10.1 Block 3 ERoof MinE->WWind Line -0.75 45.00 17.1 Block 3 SL Gable 1 S->NWind Line 0.00 12.13 0.0 45.1 Block 3 SL Gable MinS->NWind Line 0.00 12.13 0.0 31.5 Block 3 SR Gable MinS->NWind Line 12.12 24.25 31.5 0.0 Block 3 SR Gable 1 S->NWind Line 12.12 24.25 45.1 0.0 Block 3 NL Gable MinS->N Lee Line 0.00 12.13 0.0 31.5 Block 3 NL Gable 1 S->N Lee Line 0.00 12.13 0.0 19.3 Block 3 NR Gable MinS->N Lee Line 12.12 24.25 31.5 0.0 Block 3 NR Gable 1 S->N Lee Line 12.12 24.25 19.3 0.0 Block 3 SL Gable 1 N->S Lee Line 0.00 12.13 0.0 19.3 Block 3 SL Gable MinN->S Lee Line 0.00 12.13 0.0 31.5 Block 3 SR Gable MinN->S Lee Line 12.12 24.25 31.5 0.0 Block 3 SR Gable 1 N->S Lee Line 12.12 24.25 19.3 0.0 Block 3 NL Gable 1 N->SWind Line 0.00 12.13 0.0 45.1 Block 3 NL Gable MinN->SWind Line 0.00 12.13 0.0 31.5 Block 3 NR Gable MinN->SWind Line 12.12 24.25 31.5 0.0 Block 3 NR Gable 1 N->SWind Line 12.12 24.25 45.1 0.0 Block 4 WRoof MinW->EWind Line 44.00 48.75 12.0 Block 4 WRoof 1 W->EWind Line 44.00 48.75 -7.8 Block 4 ERoof MinW->E Lee Line 44.00 48.75 12.0 Block 4 ERoof 1 W->E Lee Line 44.00 48.75 25.8 Block 4 WRoof MinE->W Lee Line 44.00 48.75 12.0 Block 4 WRoof 1 E->W Lee Line 44.00 48.75 25.8 Block 4 ERoof MinE->WWind Line 44.00 48.75 12.0 Block 4 ERoof 1 E->WWind Line 44.00 48.75 -7.8 Block 4 NL Gable 1 S->N Lee Line 7.50 15.75 0.0 19.2 Block 4 NL Gable MinS->N Lee Line 7.50 15.75 0.0 21.4 Block 4 NR Gable 1 S->N Lee Line 15.75 24.00 19.2 0.0 Block 4 NR Gable MinS->N Lee Line 15.75 24.00 21.4 0.0 Block 4 NL Gable MinN->SWind Line 7.50 15.75 0.0 21.4 Block 4 NL Gable 1 N->SWind Line 7.50 15.75 0.0 30.5 Block 4 NR Gable MinN->SWind Line 15.75 24.00 21.4 0.0 Block 4 NR Gable 1 N->SWind Line 15.75 24.00 30.5 0.0 Block 5 WRoof 1 W->EWind Line 47.75 56.00 -5.8 Block 5 WRoof MinW->EWind Line 47.75 56.00 9.1 Block 5 ERoof MinW->E Lee Line 47.75 56.00 9.1 Block 5 ERoof 1 W->E Lee Line 47.75 56.00 19.5 Block 5 WRoof MinE->W Lee Line 47.75 56.00 9.1 Block 5 WRoof 1 E->W Lee Line 47.75 56.00 19.5 Block 5 E Roof Min E->W Wind Line 47.75 56.00 9.1 8 66 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 WINDSHEARLOADS(asenteredorgenerated)(continued) Block 5 E Roof 1 E->W Wind Line 47.75 56.00 -5.8 Block 5 NL Gable MinS->N Lee Line 12.00 18.00 0.0 15.6 Block 5 NL Gable 1 S->N Lee Line 12.00 18.00 0.0 13.9 Block 5 NR Gable MinS->N Lee Line 18.00 24.00 15.6 0.0 Block 5 NR Gable 1 S->N Lee Line 18.00 24.00 13.9 0.0 Block 5 NL Gable 1 N->SWind Line 12.00 18.00 0.0 22.1 Block 5 NL Gable MinN->SWind Line 12.00 18.00 0.0 15.6 Block 5 NR Gable 1 N->SWind Line 18.00 24.00 22.1 0.0 Block 5 NR Gable MinN->SWind Line 18.00 24.00 15.6 0.0 Block 6 WL Gable MinW->EWind Line 33.25 43.13 0.0 19.7 Block 6 WL Gable 1 W->EWind Line 33.25 43.13 0.0 28.0 Block 6 WR Gable MinW->EWind Line 43.13 53.00 19.7 0.0 Block 6 WR Gable 1 W->EWind Line 43.13 53.00 28.0 0.0 Block 6 EL Gable 1 W->E Lee Line 33.25 43.13 0.0 17.6 Block 6 EL Gable MinW->E Lee Line 33.25 43.13 0.0 19.7 Block 6 ER Gable 1 W->E Lee Line 43.13 53.00 17.6 0.0 Block 6 ER Gable MinW->E Lee Line 43.13 53.00 19.7 0.0 Block 6 WL Gable 1 E->W Lee Line 33.25 43.13 0.0 17.6 Block 6 WL Gable MinE->W Lee Line 33.25 43.13 0.0 19.7 Block 6 WR Gable 1 E->W Lee Line 43.13 53.00 17.6 0.0 Block 6 WR Gable MinE->W Lee Line 43.13 53.00 19.7 0.0 Block 6 EL Gable MinE->WWind Line 33.25 43.13 0.0 19.7 Block 6 EL Gable 1 E->WWind Line 33.25 43.13 0.0 28.0 Block 6 ER Gable MinE->WWind Line 43.13 53.00 19.7 0.0 Block 6 ER Gable 1 E->WWind Line 43.13 53.00 28.0 0.0 Block 6 SRoof MinS->NWind Line 24.25 35.00 10.8 Block 6 SRoof 1 S->NWind Line 24.25 35.00 -7.0 Block 6 NRoof MinS->N Lee Line 24.25 35.00 10.8 Block 6 NRoof 1 S->N Lee Line 24.25 35.00 24.1 Block 6 SRoof MinN->S Lee Line 24.25 35.00 10.8 Block 6 SRoof 1 N->S Lee Line 24.25 35.00 24.1 Block 6 NRoof MinN->SWind Line 24.25 35.00 10.8 Block 6 NRoof 1 N->SWind Line 24.25 35.00 -7.0 Legend: Block-Blockused in loadgeneration Accum. = loads fromoneblockcombinedwith another Manual = user-entered loads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhich loadsgeneratedorentered LoadCase-Oneof the following: ASCE7AllHeights:Case1or2 fromFig 27.3-8orminimum loads from27.1.5 ASCE7Low-rise:ReferencecornerandCaseAorB fromFig 28.3-1orminimum loads from28.3.4 WindDir-Directionofwind for loadswithpositivemagnitude,alsodirectionofMWFRS. SurfDir-Windwardor leewardside of thebuilding for loads ingivendirection Prof-Profile(distribution) Location-Startandendpointsonbuildingelement Magnitude-Start = intensityofuniformandpoint loadsor leftmost intensityof trapezoidal load,End = right intensityof trap load TribHt-Tributaryheightofarea loadsonly Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.60 towind loads beforedistributing them to the shearlines. 9 67 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 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 3 Line -1.00 35.00 105.0 105.0 E-W Roof Block 1 4 Line -1.00 35.00 105.0 105.0 E-W Roof Block 2 1 Line 11.75 21.75 105.0 105.0 E-W Roof Block 2 3 Line 11.75 21.75 90.0 90.0 E-W R Gable Block 2 1 Line 12.75 16.75 20.4 0.0 E-W L Gable Block 2 1 Line 16.75 20.75 0.0 20.4 N-S Roof Block 1 A Line 11.00 25.00 270.0 270.0 N-S Roof Block 1 D Line 11.00 25.00 270.0 270.0 N-S Roof Block 2 B Line -1.00 12.00 75.0 75.0 N-S Roof Block 2 Line -1.00 12.00 75.0 75.0 N-S L Gable Block 1 A Line 12.00 18.00 30.6 0.0 N-S R Gable Block 1 A Line 18.00 24.00 0.0 30.6 N-S R Gable Block 1 D Line 12.00 18.00 30.6 0.0 N-S L Gable Block 1 D Line 18.00 24.00 0.0 30.6 BothWall 1-1 n/a 1 Line 12.75 20.75 40.0 40.0 BothWall 3-1 n/a 3 Line 0.00 12.75 40.0 40.0 BothWall 3-2 n/a 3 Line 20.75 34.00 40.0 40.0 BothWall 4-1 n/a 4 Line 0.00 34.00 40.0 40.0 BothWall A-1 n/a A Line 12.00 24.00 40.0 40.0 BothWall B-1 n/a B Line 0.00 12.00 40.0 40.0 BothWall C-1 n/a Line 0.00 12.00 40.0 40.0 BothWall D-1 n/a D Line 12.00 24.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 3 1 Line -0.75 45.00 196.9 196.9 E-W Roof Block 3 Line -0.75 45.00 196.9 196.9 E-W Roof Block 4 2 Line 44.00 48.75 138.8 138.8 E-W Roof Block 4 4 Line 44.00 48.75 138.8 138.8 E-W Roof Block 5 3 Line 47.75 56.00 105.0 105.0 E-W Roof Block 5 4 Line 47.75 56.00 105.0 105.0 E-W Roof Block 6 Line 32.25 54.00 73.1 73.1 E-W Roof Block 6 5 Line 32.25 54.00 88.1 88.1 E-W R Gable Block 6 Line 33.25 43.13 24.6 0.0 E-W L Gable Block 6 Line 43.13 53.00 0.0 24.6 E-W L Gable Block 6 5 Line 33.25 43.13 24.6 0.0 E-W R Gable Block 6 5 Line 43.13 53.00 0.0 24.6 E-W Floor F1 n/a 1 Line 0.00 33.25 144.0 144.0 BothWall 1-1 n/a 1 Line 12.75 20.75 40.0 40.0 E-W Floor F2 n/a 1 Line 33.25 44.00 204.0 204.0 E-W Floor F3 n/a 2 Line 44.00 47.75 159.0 159.0 BothWall 3-1 n/a 3 Line 0.00 12.75 40.0 40.0 BothWall 3-2 n/a 3 Line 20.75 34.00 40.0 40.0 E-W Floor F4 n/a 3 Line 47.75 53.00 132.0 132.0 E-W Floor F5 n/a 3 Line 53.00 55.00 72.0 72.0 E-W Floor F1 n/a 4 Line 0.00 33.25 144.0 144.0 BothWall 4-1 n/a 4 Line 0.00 34.00 40.0 40.0 E-W Floor F5 n/a 4 Line 53.00 55.00 72.0 72.0 E-W Floor F2 n/a 5 Line 33.25 44.00 204.0 204.0 E-W Floor F3 n/a 5 Line 44.00 47.75 159.0 159.0 E-W Floor F4 n/a 5 Line 47.75 53.00 132.0 132.0 N-S Roof Block 3 Line -1.00 25.25 343.1 343.1 N-S Roof Block 3 E Line -1.00 25.25 343.1 343.1 N-S Roof Block 4 E Line 6.50 25.00 28.1 28.1 N-S Roof Block 4 Line 6.50 25.00 43.1 43.1 N-S Roof Block 5 Line 11.00 25.00 54.4 54.4 N-S Roof Block 5 F Line 11.00 25.00 69.4 69.4 N-S Roof Block 6 Line 24.25 35.00 163.1 163.1 10 68 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 BUILDINGMASSES(continued) N-S Roof Block 6 Line 24.25 35.00 163.1 163.1 N-S L Gable Block 3 Line 0.00 12.13 39.4 0.0 N-S R Gable Block 3 Line 12.13 24.25 0.0 39.4 N-S R Gable Block 3 E Line 0.00 12.13 39.4 0.0 N-S L Gable Block 3 E Line 12.13 24.25 0.0 39.4 N-S R Gable Block 4 Line 7.50 15.75 26.8 0.0 N-S L Gable Block 4 Line 15.75 24.00 0.0 26.8 N-S R Gable Block 5 F Line 12.00 18.00 19.5 0.0 N-S L Gable Block 5 F Line 18.00 24.00 0.0 19.5 N-S Floor F1 n/a A Line 0.00 7.50 264.0 264.0 N-S Floor F2 n/a A Line 7.50 12.00 286.5 286.5 BothWall A-1 n/a A Line 12.00 24.00 40.0 40.0 N-S Floor F3 n/a A Line 12.00 24.00 330.0 330.0 BothWall B-1 n/a B Line 0.00 12.00 40.0 40.0 BothWall C-1 n/a Line 0.00 12.00 40.0 40.0 N-S Floor F4 n/a Line 24.00 34.00 118.5 118.5 BothWall D-1 n/a D Line 12.00 24.00 40.0 40.0 N-S Floor F1 n/a E Line 0.00 7.50 264.0 264.0 N-S Floor F2 n/a Line 7.50 12.00 286.5 286.5 N-S Floor F4 n/a Line 24.00 34.00 118.5 118.5 N-S Floor F3 n/a F Line 12.00 24.00 330.0 330.0 BothWall 1-1 n/a 1 Line 0.00 44.00 45.0 45.0 BothWall 2-1 n/a 2 Line 44.00 47.75 45.0 45.0 BothWall 3-1 n/a 3 Line 47.75 55.00 45.0 45.0 BothWall 4-1 n/a 4 Line 0.00 33.25 45.0 45.0 BothWall 4-2 n/a 4 Line 53.00 55.00 45.0 45.0 BothWall 5-1 n/a 5 Line 33.25 53.00 45.0 45.0 BothWall A-1 n/a A Line 0.00 8.75 45.0 45.0 BothWall A-2 n/a A Line 8.75 24.00 45.0 45.0 BothWall C-1 n/a C Line 12.50 23.50 27.0 27.0 BothWall D-1 n/a Line 24.00 34.00 45.0 45.0 BothWall E-1 n/a E Line 0.00 7.50 45.0 45.0 BothWall E-2 n/a Line 7.50 12.00 45.0 45.0 BothWall F-2 n/a Line 24.00 34.00 45.0 45.0 BothWall F-1 n/a F Line 12.00 24.00 45.0 45.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline that equivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserapplied area loadsonly 11 69 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 SEISMICLOADS Level 2 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line -1.00 0.00 50.3 50.3 E-W Point 0.00 0.00 159 159 E-W Line 0.00 11.75 69.4 69.4 E-W Line 11.75 12.75 116.1 116.1 E-W Point 12.75 12.75 115 115 E-W Line 12.75 16.75 116.1 121.0 E-W Line 16.75 20.75 121.0 116.1 E-W Point 20.75 20.75 115 115 E-W Line 20.75 21.75 116.1 116.1 E-W Line 21.75 34.00 69.4 69.4 E-W Point 34.00 34.00 159 159 E-W Line 34.00 35.00 50.3 50.3 N-S Line -1.00 0.00 35.9 35.9 N-S Point 0.00 0.00 96 96 N-S Line 0.00 11.00 55.1 55.1 N-S Line 11.00 12.00 184.3 184.3 N-S Point 12.00 12.00 249 249 N-S Line 12.00 18.00 148.4 163.0 N-S Line 18.00 24.00 163.0 148.4 N-S Point 24.00 24.00 326 326 N-S Line 24.00 25.00 129.3 129.3 Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Line -0.75 0.00 51.8 51.8 E-W Point 0.00 0.00 205 205 E-W Line 0.00 12.75 112.1 112.1 E-W Point 0.25 0.25 63 63 E-W Point 12.75 12.75 63 63 E-W Line 12.75 20.75 112.1 112.1 E-W Point 20.75 20.75 63 63 E-W Line 20.75 32.25 112.1 112.1 E-W Point 24.00 24.00 39 39 E-W Line 32.25 33.25 133.3 133.3 E-W Point 33.25 33.25 59 59 E-W Line 33.25 34.00 149.1 149.6 E-W Point 34.00 34.00 1742 1742 E-W Point 34.00 34.00 63 63 E-W Line 34.00 43.13 139.1 145.1 E-W Line 43.13 44.00 145.1 144.5 E-W Point 44.00 44.00 107 107 E-W Line 44.00 45.00 169.2 168.5 E-W Line 45.00 47.75 116.7 114.9 E-W Point 47.75 47.75 56 56 E-W Line 47.75 48.75 135.4 134.8 E-W Line 48.75 53.00 98.2 95.4 E-W Point 53.00 53.00 59 59 E-W Line 53.00 54.00 79.7 79.7 E-W Line 54.00 55.00 58.4 58.4 E-W Point 55.00 55.00 86 86 E-W Line 55.00 56.00 27.6 27.6 N-S Line -1.00 0.00 90.3 90.3 N-S Point 0.00 0.00 303 303 N-S Line 0.00 6.50 182.2 187.7 N-S Line 6.50 7.50 197.1 198.0 N-S Point 7.50 7.50 22 22 N-S Line 7.50 8.75 203.9 205.5 N-S Line 8.75 11.00 205.5 208.4 N-S Line 11.00 12.00 224.7 225.9 N-S Point 12.00 12.00 2105 2105 N-S Point 12.00 12.00 180 180 N-S Line 12.00 12.13 237.4 237.6 N-S Line 12.13 12.50 237.6 237.6 N-S Line 12.50 15.75 241.2 241.2 N-S Line 15.75 18.00 241.2 239.2 12 70 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 SEISMICLOADS(continued) N-S Line 18.00 23.50 239.2 229.8 N-S Line 23.50 24.00 226.3 225.4 N-S Point 24.00 24.00 388 388 N-S Line 24.00 24.25 159.2 159.0 N-S Point 24.25 24.25 32 32 N-S Line 24.25 25.00 201.9 201.9 N-S Line 25.00 25.25 176.3 176.3 N-S Line 25.25 34.00 86.0 86.0 N-S Point 34.00 34.00 149 149 N-S Line 34.00 35.00 42.9 42.9 Legend: Loads in tablecanbeaccumulationof loads fromseveralbuildingmasses,so theydonotcorrespondwith aparticularbuildingelement. Location-Startandendof load indirectionperpendicular toseismic forcedirection Notes: All loadsenteredby theuserorgeneratedbyprogramarespecified(unfactored) loads.Theprogramappliesa loadfactorof0.70andredundancy factor toseismic loadsbeforedistributing them to theshearlines. 13 71 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 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 theDeflection table forpossibleissuesregarding fastenerslippage(SDPWSTableC4.2.2D). 14 72 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 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 - - 1823 - - - 339 - - 9667 - Wall1-1 2 Both - - 1823 -1.0 - 339 - - 9667 - Seg. 1 -Both 63.8 0.0 335 -1.0 - 339 -339 1777 0.19 Seg. 2 -Both 56.7 0.0 227 -.89 - 301 -301 1204 0.19 Seg. 3 -Both 63.8 0.0 319 -1.0 - 339 -339 1693 0.19 Seg. 4 -Both 63.8 0.0 941 -1.0 - 339 -339 4993 0.19 Line 3 Level 2 Ln3,Lev2 -Both - - 954 - - - 339 - - 7786 - Wall3-1 2 Both 41.5 - 529 -1.0 - 339 -339 4316 0.12 Wall3-2 2 Both - - 425 -1.0 - 339 - - 3470 - Seg. 1 -Both 41.5 0.0 218 -1.0 - 339 -339 1777 0.12 Seg. 2 -Both 41.5 0.0 207 -1.0 - 339 -339 1693 0.12 Line 4 Ln4,Lev2 2 Both 9.4 - 321 -1.0 - 339 -339 11510 0.03 Level 1 Ln4,Lev1 -Both - - 2524 - - - 339 - - 9563 - Wall4-1 2 Both - - 2524 -1.0 - 339 - - 9563 - Seg. 1 -Both 89.3 0.0 1497 -1.0 - 339 -339 5670 0.26 Seg. 2 -Both 89.3 0.0 1028 -1.0 - 339 -339 3893 0.26 Wall4-2 2^Both 0.0 - 0 -1.0 - 339 - - - - Line 5 Ln5,Lev1 2 Both 16.8 - 331 -1.0 - 339 -339 6686 0.05 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 2 LnA,Lev2 -W->E - - 1143 - - - 339 - - 2708 - -E->W - - 1129 - - - 339 - - 2708 - WallA-1 2 W->E - - 1143 -1.0 - 339 - - 2708 - 2 E->W - - 1129 -1.0 - 339 - - 2708 - Seg. 1 -W->E 142.9 0.0 572 -1.0 - 339 -339 1354 0.42 -E->W 141.2 0.0 565 -1.0 - 339 -339 1354 0.42 Seg. 2 -W->E 142.9 0.0 572 -1.0 - 339 -339 1354 0.42 -E->W 141.2 0.0 565 -1.0 - 339 -339 1354 0.42 Level 1 LnA,Lev1 -W->E - - 2514 - - - 638 - - 3491 - -E->W - - 2500 - - - 638 - - 3491 - WallA-2 1 W->E - - 2514 -1.0 - 638 - - 3491 - 1 E->W - - 2500 -1.0 - 638 - - 3491 - Seg. 1 -Both 0.0 0.0 0 -1.0 - 638 -638 - - Seg. 2 -W->E 382.8 0.0 1435 -.83 - 532 -532 1994 0.72 -E->W 380.6 0.0 1427 -.83 - 532 -532 1994 0.72 Seg. 3 -W->E 331.7 0.0 1078 -.72 - 461 -461 1497 0.72 -E->W 329.9 0.0 1072 -.72 - 461 -461 1497 0.72 Line C LnC,Lev1 -W->E - - 2985 - - - 495 - - 3711 - -E->W - - 2978 - - - 495 - - 3711 - WallC-1 3 W->E - - 2985 -1.0 - 495 - - 3711 - 3 E->W - - 2978 -1.0 - 495 - - 3711 - Seg. 1 -W->E 398.0 0.0 2189 -1.0 - 495 -495 2721 0.80 -E->W 397.1 0.0 2184 -1.0 - 495 -495 2721 0.80 Seg. 2 -W->E 265.4 0.0 796 -.67 - 330 -330 990 0.80 -E->W 264.7 0.0 794 -.67 - 330 -330 990 0.80 Line D Level 2 LnD,Lev2 -W->E - - 1142 - - - 339 - - 2708 - -E->W - - 1129 - - - 339 - - 2708 - WallD-1 2 W->E - - 1142 -1.0 - 339 - - 2708 - 2 E->W - - 1129 -1.0 - 339 - - 2708 - Seg. 1 -W->E 142.8 0.0 571 -1.0 - 339 -339 1354 0.42 -E->W 141.1 0.0 564 - 1.0 - 339 - 339 1354 0.42 15 73 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 SHEARRESULTS(flexiblewinddesign,continued) Seg. 2 -W->E 142.8 0.0 571 - 1.0 - 339 - 339 1354 0.42 -E->W 141.1 0.0 564 -1.0 - 339 -339 1354 0.42 Line E Level 1 LnE,Lev1 -W->E - - 1978 - - - 495 - - 3711 - -E->W - - 1971 - - - 495 - - 3711 - WallE-1 3 W->E 263.7 - 1978 -1.0 - 495 -495 3711 0.53 3 E->W 262.8 - 1971 -1.0 - 495 -495 3711 0.53 Line F LnF,Lev1 -Both - - 394 - - - 339 - - 1693 - WallF-1 2 Both - - 394 -1.0 - 339 - - 1693 - Seg. 1 -Both 78.9 0.0 394 -1.0 - 339 -339 1693 0.23 Seg. 2 -Both 0.0 0.0 0 -1.0 - 339 -339 - - 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 per4.3.4.3 Force-transferwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to these piers. V-ASD factoredshear force.Forshearline: totalshearline 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: IncludeCubfactor andaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-5. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,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. 16 74 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 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 0.12 Min 603 603 LIMIT w/o 1500 0.40 1-1 L Op 1 0.00 5.13 Min 603 603 LIMIT w/o 1500 0.40 1-1 R Op 1 0.00 9.38 Min 545 545 LIMIT w/o 1500 0.36 1-1 L Op 2 0.00 13.13 Min 545 545 LIMIT w/o 1500 0.36 1-1 R Op 2 0.00 20.37 Min 605 605 LIMIT w/o 1500 0.40 1-1 L Op 3 0.00 25.13 Min 605 605 LIMIT w/o 1500 0.40 1-1 R Op 3 0.00 29.38 Min 584 584 LIMIT w/o 1500 0.39 1-1 R End 0.00 43.88 Min 584 584 LIMIT w/o 1500 0.39 Line 3 V Elem 12.00 0.12 Min 339 339 Refer to upper level V Elem 12.00 12.63 Min 339 339 Refer to upper level V Elem 12.00 20.88 Min 349 349 Refer to upper level V Elem 12.00 25.88 Min 349 349 Refer to upper level V Elem 12.00 29.13 Min 349 349 Refer to upper level V Elem 12.00 33.87 Min 349 349 Refer to upper level Line 4 4-1 L End 24.00 0.12 Min 892 892 HDU5 (4x6)5645 0.16 4-1 L Op 1 24.00 16.62 Min 816 816 LIMIT w/o 1500 0.54 4-1 R Op 1 24.00 21.88 Min 822 822 LIMIT w/o 1500 0.55 4-1 R End 24.00 33.13 Min 822 822 LIMIT w/o 1500 0.55 V Elem 24.00 33.87 Min 76 76 Refer to upper level Line 5 5-1 L End 34.00 33.38 Min 153 153 LIMIT w/o 1500 0.10 5-1 R End 34.00 52.88 Min 153 153 LIMIT w/o 1500 0.10 Line A A-2 R Op 1 11.88 0.00 1 3691 3691 STHD14 (8"3815 0.97 V Elem 12.13 0.00 1 1375 1375 Refer to upper level A-2 L Op 2 15.38 0.00 1 4770 4770 HDU5 (4x6)5645 0.84 A-2 R Op 2 20.88 0.00 1 4347 4347 HDU5 (4x6)5645 0.77 A-2 R End 23.88 0.00 1 4574 4574 HDU5 (4x6)5645 0.81 Line C C-1 L End 12.63 24.00 1 3753 3753 HDU5-SDS2.4340 0.86 C-1 L Op 1 17.87 24.00 1 3744 3744 HDU5-SDS2.4340 0.86 C-1 R Op 1 20.63 24.00 1 2605 2605 HDU5-SDS2.4340 0.60 C-1 R End 23.38 24.00 1 2599 2599 HDU5-SDS2.4340 0.60 Line D V Elem 12.13 34.00 1 1374 1374 Refer to upper level V Elem 15.88 34.00 1 1357 1357 Refer to upper level V Elem 20.13 34.00 1 1374 1374 Refer to upper level V Elem 23.88 34.00 1 1357 1357 Refer to upper level Line E E-1 L End 0.12 44.00 1 2455 2455 STHD14 (8"3815 0.64 E-1 R End 7.38 44.00 1 2447 2447 STHD14 (8"3815 0.64 Line F F-1 L End 12.13 55.00 1 747 747 STHD14 (8"3815 0.20 F-1 L Op 1 16.88 55.00 1 747 747 STHD14 (8"3815 0.20 Level 2 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 3 3-1 L End 12.00 0.12 Min 339 339 LIMIT w/o 1500 0.23 3-1 R End 12.00 12.63 Min 339 339 LIMIT w/o 1500 0.23 3-2 L End 12.00 20.88 Min 349 349 LIMIT w/o 1500 0.23 3-2 L Op 1 12.00 25.88 Min 349 349 LIMIT w/o 1500 0.23 3-2 R Op 1 12.00 29.13 Min 349 349 LIMIT w/o 1500 0.23 3-2 R End 12.00 33.87 Min 349 349 LIMIT w/o 1500 0.23 Line 4 4-1 L End 24.00 0.12 Min 76 76 LIMIT w/o 1500 0.05 4-1 R End 24.00 33.87 Min 76 76 LIMIT w/o 1500 0.05 Line A A-1 L End 12.13 0.00 1 1375 1375 LIMIT w/o 1500 0.92 A-1 L Op 1 15.88 0.00 1 1358 1358 LIMIT w/o 1500 0.91 A-1 R Op 1 20.13 0.00 1 1375 1375 LIMIT w/o 1500 0.92 A-1 R End 23.88 0.00 1 1358 1358 LIMIT w/o 1500 0.91 Line D D-1 L End 12.13 34.00 1 1374 1374 LIMIT w/o 1500 0.92 D-1 L Op 1 15.88 34.00 1 1357 1357 LIMIT w/o 1500 0.90 17 75 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 HOLD-DOWNDESIGN(flexiblewinddesign,continued) D-1 R Op 1 20.13 34.00 1 1374 1374 LIMIT w/o 1500 0.92 D-1 R End 23.88 34.00 1 1357 1357 LIMIT w/o 1500 0.90 Legend: Line-Wall: Atwall oropening–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 inperforatedwall above, 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 load component, factored forASDby0.60.Forperforatedwalls,T fromSDPWS4.3-8 isused. Cmb'd-SumofASD-factoredoverturning, dead and uplift 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 toShearResults tableforfactorCo,andshearline dimensions tablefor thesumofLi,used tocalculate tensionforceTforperforatedwalls fromSDPWSEqn.4.3-8. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 18 76 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 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 5.25 1 118 -118 1-1 Right Opening 1 0.00 9.25 1 -48 48 1-1 Left Opening 2 0.00 13.25 1 13 -13 1-1 Right Opening 2 0.00 20.25 1 -277 277 1-1 Left Opening 3 0.00 25.25 1 -165 165 1-1 Right Opening 3 0.00 29.25 1 -330 330 Line 4 4-1 Left Opening 1 24.00 16.75 1 728 -728 4-1 Right Opening 1 24.00 21.75 1 498 -498 4-1 Right Wall End 24.00 33.25 1 998 -998 Line A A-2 Right Opening 1 11.75 0.00 1 -1231 1224 A-2 Left Opening 2 15.50 0.00 1 -188 187 A-2 Right Opening 2 20.75 0.00 1 -738 734 Line C C-1 Left Wall End 12.50 24.00 1 -1555 1551 C-1 Left Opening 1 18.00 24.00 1 -50 50 C-1 Right Opening 1 20.50 24.00 1 -361 360 C-1 Right Wall End 23.50 24.00 1 62 -62 Line E E-1 Right Wall End 7.50 44.00 1 1542-1536 Line F F-1 Left Opening 1 17.00 55.00 1 230 -230 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Load Force[lbs]Force[lbs] Wall orOpening X Y Case ---><------><--- Line 3 3-1 Right Wall End 12.00 12.75 1 171 -171 3-2 Left Wall End 12.00 20.75 1 -53 53 3-2 Left Opening 1 12.00 26.00 1 17 -17 3-2 Right Opening 1 12.00 29.00 1 -67 67 Line A A-1 Left Opening 1 16.00 0.00 1 191 -188 A-1 Right Opening 1 20.00 0.00 1 -191 188 Line D D-1 Left Opening 1 16.00 34.00 1 190 -188 D-1 Right Opening 1 20.00 34.00 1 -190 188 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–For force-transferwalls, force transferred fromaboveandbelowopening toshearwall pier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 19 77 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 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 2 14598 504.0 3494 3494 2469 2469 2469 2469 1 56127 1402.4 7387 7387 9492 12540 9492 13176 All 70726 -10881 10881 - - - - Legend: Mass–Sumofallgeneratedand inputbuilding masseson 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. 20 78 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 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 - - 2805 - - - 242 - - 6905 - Wall1-1 2 Both - - 2805 -1.0 - 242 - - 6905 - Seg. 1 -Both 98.2 0.0 516 -1.0 - 242 -242 1269 0.41 Seg. 2 -Both 87.3 0.0 349 -.89 - 215 -215 860 0.41 Seg. 3 -Both 98.2 0.0 491 -1.0 - 242 -242 1209 0.41 Seg. 4 -Both 98.2 0.0 1449 -1.0 - 242 -242 3567 0.41 Line 3 Level 2 Ln3,Lev2 -Both - - 1474 - - - 242 - - 5561 - Wall3-1 2 Both 64.1 - 817 -1.0 - 242 -242 3083 0.26 Wall3-2 2 Both - - 657 -1.0 - 242 - - 2478 - Seg. 1 -Both 64.1 0.0 336 -1.0 - 242 -242 1269 0.26 Seg. 2 -Both 64.1 0.0 320 -1.0 - 242 -242 1209 0.26 Line 4 Ln4,Lev2 2 Both 28.6 - 972 -1.0 - 242 -242 8221 0.12 Level 1 Ln4,Lev1 -Both - - 4370 - - - 242 - - 6831 - Wall4-1 2 Both - - 4370 -1.0 - 242 - - 6831 - Seg. 1 -Both 154.7 0.0 2591 -1.0 - 242 -242 4050 0.64 Seg. 2 -Both 154.7 0.0 1779 -1.0 - 242 -242 2781 0.64 Wall4-2 2^Both 0.0 - 0 -1.0 - 242 - - - - Line 5 Ln5,Lev1 2 Both 22.4 - 442 -1.0 - 242 -242 4776 0.09 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 - - 1227 - - - 242 - - 1934 - WallA-1 2 Both - - 1227 -1.0 - 242 - - 1934 - Seg. 1 -Both 153.3 0.0 613 -1.0 - 242 -242 967 0.63 Seg. 2 -Both 153.3 0.0 613 -1.0 - 242 -242 967 0.63 Level 1 LnA,Lev1 -Both - - 2409 - - - 456 - - 2494 - WallA-2 1^Both - - 2409 -1.0 - 456 - - 2494 - Seg. 1 -Both 0.0 0.0 0 -1.0 - 456 -456 - - Seg. 2 -Both 366.9 0.0 1376 -.83 - 380 -380 1424 0.97 Seg. 3 -Both 318.0 0.0 1033 -.72 - 329 -329 1070 0.97 Line C LnC,Lev1 -Both - - 2539 - - - 353 - - 2651 - WallC-1 3^Both - - 2539 -1.0 - 353 - - 2651 - Seg. 1 -Both 338.6 0.0 1862 -1.0 - 353 -353 1944 0.96 Seg. 2 -Both 225.7 0.0 677 -.67 - 236 -236 707 0.96 Line D Level 2 LnD,Lev2 -Both - - 1219 - - - 242 - - 1934 - WallD-1 2 Both - - 1219 -1.0 - 242 - - 1934 - Seg. 1 -Both 152.4 0.0 610 -1.0 - 242 -242 967 0.63 Seg. 2 -Both 152.4 0.0 610 -1.0 - 242 -242 967 0.63 Line E Level 1 LnE,Lev1 -Both - - 2184 - - - 353 - - 2651 - WallE-1 3 Both 291.2 - 2184 -1.0 - 353 -353 2651 0.82 Line F LnF,Lev1 -Both - - 484 - - - 242 - - 1209 - WallF-1 2 Both - - 484 -1.0 - 242 - - 1209 - Seg. 1 -Both 96.8 0.0 484 -1.0 - 242 -242 1209 0.40 Seg. 2 -Both 0.0 0.0 0 -1.0 - 242 -242 - - Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. v-Designshear forceonsegment = ASD-factoredshear forceperunit lengthof full-heightsheathing(FHS) vmax/vft-Perforatedwalls:Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9 = V/FHS/Co.FHS is factored fornarrowsegmentsas per4.3.4.3 Force-transferwalls:Shear force inpiersaboveandbeloweitheropeningsorpiersbeside opening(s).Aspectratio factordoesnotapply to these 21 79 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 piers. V-ASD factoredshear force.Forshearline: totalshearline 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: IncludeCubfactor andaspectratioadjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-5. C-Sheathingcombinationrule,A = Addcapacities,S = Strongestside ortwiceweakest,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. 22 80 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 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 0.12 928 928 LIMIT w/o 1500 0.62 1-1 L Op 1 0.00 5.13 928 928 LIMIT w/o 1500 0.62 1-1 R Op 1 0.00 9.38 838 838 LIMIT w/o 1500 0.56 1-1 L Op 2 0.00 13.13 838 838 LIMIT w/o 1500 0.56 1-1 R Op 2 0.00 20.37 931 931 LIMIT w/o 1500 0.62 1-1 L Op 3 0.00 25.13 931 931 LIMIT w/o 1500 0.62 1-1 R Op 3 0.00 29.38 899 899 LIMIT w/o 1500 0.60 1-1 R End 0.00 43.88 899 899 LIMIT w/o 1500 0.60 Line 3 V Elem 12.00 0.12 523 523 Refer to upper level V Elem 12.00 12.63 523 523 Refer to upper level V Elem 12.00 20.88 538 538 Refer to upper level V Elem 12.00 25.88 538 538 Refer to upper level V Elem 12.00 29.13 540 540 Refer to upper level V Elem 12.00 33.87 540 540 Refer to upper level Line 4 4-1 L End 24.00 0.12 1644 1644 HDU5 (4x6)5645 0.29 4-1 L Op 1 24.00 16.62 1413 1413 LIMIT w/o 1500 0.94 4-1 R Op 1 24.00 21.88 1423 1423 LIMIT w/o 1500 0.95 4-1 R End 24.00 33.13 1423 1423 LIMIT w/o 1500 0.95 V Elem 24.00 33.87 230 230 Refer to upper level Line 5 5-1 L End 34.00 33.38 204 204 LIMIT w/o 1500 0.14 5-1 R End 34.00 52.88 204 204 LIMIT w/o 1500 0.14 Line A A-2 R Op 1 11.88 0.00 3538 3538 STHD14 (8"3815 0.93 V Elem 12.13 0.00 1475 1475 Refer to upper level A-2 L Op 2 15.38 0.00 4732 4732 HDU5 (4x6)5645 0.84 A-2 R Op 2 20.88 0.00 4295 4295 HDU5 (4x6)5645 0.76 A-2 R End 23.88 0.00 4576 4576 HDU5 (4x6)5645 0.81 Line C C-1 L End 12.63 24.00 3192 3192 HDU5-SDS2.4340 0.74 C-1 L Op 1 17.87 24.00 3192 3192 HDU5-SDS2.4340 0.74 C-1 R Op 1 20.63 24.00 2216 2216 HDU5-SDS2.4340 0.51 C-1 R End 23.38 24.00 2216 2216 HDU5-SDS2.4340 0.51 Line D V Elem 12.13 34.00 1466 1466 Refer to upper level V Elem 15.88 34.00 1466 1466 Refer to upper level V Elem 20.13 34.00 1466 1466 Refer to upper level V Elem 23.88 34.00 1466 1466 Refer to upper level Line E E-1 L End 0.12 44.00 2711 2711 STHD14 (8"3815 0.71 E-1 R End 7.38 44.00 2711 2711 STHD14 (8"3815 0.71 Line F F-1 L End 12.13 55.00 917 917 STHD14 (8"3815 0.24 F-1 L Op 1 16.88 55.00 917 917 STHD14 (8"3815 0.24 Level 2 TensileASD Line-Location[ft]HolddownForce[lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 3 3-1 L End 12.00 0.12 523 523 LIMIT w/o 1500 0.35 3-1 R End 12.00 12.63 523 523 LIMIT w/o 1500 0.35 3-2 L End 12.00 20.88 538 538 LIMIT w/o 1500 0.36 3-2 L Op 1 12.00 25.88 538 538 LIMIT w/o 1500 0.36 3-2 R Op 1 12.00 29.13 540 540 LIMIT w/o 1500 0.36 3-2 R End 12.00 33.87 540 540 LIMIT w/o 1500 0.36 Line 4 4-1 L End 24.00 0.12 230 230 LIMIT w/o 1500 0.15 4-1 R End 24.00 33.87 230 230 LIMIT w/o 1500 0.15 Line A A-1 L End 12.13 0.00 1475 1475 LIMIT w/o 1500 0.98 A-1 L Op 1 15.88 0.00 1475 1475 LIMIT w/o 1500 0.98 A-1 R Op 1 20.13 0.00 1475 1475 LIMIT w/o 1500 0.98 A-1 R End 23.88 0.00 1475 1475 LIMIT w/o 1500 0.98 Line D D-1 L End 12.13 34.00 1466 1466 LIMIT w/o 1500 0.98 D-1 L Op 1 15.88 34.00 1466 1466 LIMIT w/o 1500 0.98 23 81 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 HOLD-DOWNDESIGN(flexibleseismicdesign,continued) D-1 R Op 1 20.13 34.00 1466 1466 LIMIT w/o 1500 0.98 D-1 R End 23.88 34.00 1466 1466 LIMIT w/o 1500 0.98 Legend: Line-Wall: Atwall oropening–Shearline and wallnumber Atverticalelement-Shearline Posit'n-Position of stud thathold-downisattached to: VElem-Verticalelement:columnorstrengthenedstudsrequiredwherenotatwallendoropening LorREnd-At leftorrightwallend LorROpn-At leftorrightside of opening n t @Opn-Uplift force t atopeningn fromoffsetopening inperforatedwall above, fromSDPWS4.3.6.2.1 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, dead and verticalseismic 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 toShearResults tableforfactorCo,andshearline dimensions tablefor thesumofLi,used tocalculate tensionforceTforperforatedwalls fromSDPWSEqn.4.3-8. Designer isresponsiblefordesign ofconnectionfromwall tofloororfoundationforshearforceshown inShearResults table.Refer toSDPWS 4.3.6.4.3forfoundationanchorboltrequirements. 24 82 of 97 WoodWorks®Shearwalls 1361-SHEAR(2 CarGar.).wsw Sep. 13, 2022 10:48:09 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 7050 7050 1-1 Left Opening 1 0.00 5.25 455 -455 1-1 Right Opening 1 0.00 9.25 -186 186 1-1 Left Opening 2 0.00 13.25 51 -51 1-1 Right Opening 2 0.00 20.25 -1071 1071 1-1 Left Opening 3 0.00 25.25 -637 637 1-1 Right Opening 3 0.00 29.25 -1278 1278 Line 4 Shearline force 9623 9623 4-1 Left Opening 1 24.00 16.75 2775-2775 4-1 Right Opening 1 24.00 21.75 1900-1900 4-1 Right Wall End 24.00 33.25 3805-3805 Line A Shearline force 4248 4248 A-2 Right Opening 1 11.75 0.00 -2080 2080 A-2 Left Opening 2 15.50 0.00 -318 318 A-2 Right Opening 2 20.75 0.00 -1247 1247 Line C Shearline force 6333 6333 C-1 Left Wall End 12.50 24.00 -3299 3299 C-1 Left Opening 1 18.00 24.00 -106 106 C-1 Right Opening 1 20.50 24.00 -765 765 C-1 Right Wall End 23.50 24.00 132 -132 Line E Shearline force 5517 5517 E-1 Right Wall End 7.50 44.00 4300-4300 Line F Shearline force 1111 1111 F-1 Left Opening 1 17.00 55.00 648 -648 Level 2 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 3 Shearline force 1487 1487 3-1 Right Wall End 12.00 12.75 267 -267 3-2 Left Wall End 12.00 20.75 -83 83 3-2 Left Opening 1 12.00 26.00 27 -27 3-2 Right Opening 1 12.00 29.00 -105 105 Line A Shearline force 1238 1238 A-1 Left Opening 1 16.00 0.00 206 -206 A-1 Right Opening 1 20.00 0.00 -206 206 Line D Shearline force 1231 1231 D-1 Left Opening 1 16.00 34.00 205 -205 D-1 Right Opening 1 20.00 34.00 -205 205 Legend: Line-Wall-Shearline and wallnumber Position…-Side of opening orwallend thatdragstrut isattached to Location-Co-ordinates inPlanView DragstrutForce-Axial force in transferelement at openings,gaps,orchanges indesignshearalongshearline. + : tension;- : compression. BasedonASD-factoredshearline forceshown.ForSDCC-F, it is thegreaterof thedesignshearline forceand thediaphragm forceFpx,added toshearline force fromstoryaboveand to forces transferred fromdiscontinuousshearlines factoredbyoverstrength(omega)asper12.10.1.1. Refer toSeismic Information table fordiaphragm forcesandomega factor. ForSDCD-F, if horizontal torsional irregularities2,3,or4are input,orvertical irregularity4detectedor input,25% increase from12.3.3.4applied. Forperforatedwalls, this force isconverted tovmaxusing 4.3.6.4.1.1. Strap/BlockingForce–For force-transferwalls, force transferred fromaboveandbelowopening toshearwall pier. ->Duetoshearline force in thewest-to-eastorsouth-to-northdirection <-Duetoshearline force in theeast-to-westornorth-to-southdirection 25 83 of 97 R1 Sep.12,202208:38 Design Check CalculationSheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(13.00') psf Load2 Snow Full Area 25.00(13.00') psf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 3.833' 3.792'0' Unfactored: Dead 385 385 Snow 623 623 Factored: Total 1008 1008 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0.92 0.92 Support 0.83 0.83 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 R1 Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:3.81';Clearspan:3.75';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 = 40 Fv' = 207 psi fv/Fv' = 0.19 Bending(+) fb = 370 Fb' = 1337 psi fb/Fb' = 0.28 Live Defl'n 0.01 = < L/999 0.13 = L/360 in 0.07 Total Defl'n 0.02 = < L/999 0.19 = L/240 in 0.09 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 D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 997, V design = 668 lbs; M(+) = 945 lbs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 3.81' Le = 7.81' RB = 7.4 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2018)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 84 of 97 R2 Sep.13,202210:53 Design Check CalculationSheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(11.17') psf Load2 Snow Full Area 25.00(11.17') psf Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 8.343' 8.297'0' Unfactored: Dead 761 761 Snow 1165 1165 Factored: Total 1926 1926 Bearing: Capacity Beam 1926 1926 Support 2058 2058 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 0.56 0.56 Min req'd 0.56 0.56 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 R2 Timber-soft, D.Fir-L, No.2,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:8.31';Clearspan:8.25';Volume = 3.7cu.ft.;Beamorstringer Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 35 Fv' = 195 psi fv/Fv' = 0.18 Bending(+) fb = 393 Fb' = 999 psi fb/Fb' = 0.39 Live Defl'n 0.03 = < L/999 0.28 = L/360 in 0.12 Total Defl'n 0.07 = < L/999 0.41 = L/240 in 0.16 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 0.992 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 combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1916, V design = 1462 lbs; M(+) = 3974 lbs-ft EIy = 906.17 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 8.31' Le = 16.38' RB = 8.6 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2018)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 85 of 97 SF1 Sep.12,202208:39 DesignCheckCalculation Sheet WoodWorksSizer2019(Update4) 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) : 11.363' 11.306'0' Unfactored: Dead 107 107 Live 303 303 Factored: Total 410 410 Bearing: Capacity Joist 410 410 Support 791 791 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.68 0.68 Min req'd 0.68 0.68 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 SF1 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:11.38'; Clear span:11.25';Volume=1.1 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 = 38 Fv' = 150 psi fv/Fv' = 0.25 Bending(+) fb = 647 Fb' = 1075 psi fb/Fb' = 0.60 Live Defl'n 0.15 = L/889 0.38 = L/360 in 0.40 Total Defl'n 0.23 = L/581 0.57 = L/240 in 0.41 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 D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 408, V design = 350 lbs; M(+) = 1154 lbs-ft EIy = 128.61 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" DesignNotes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuilding Code(IBC2018)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. 86 of 97 SF2 Sep.12,202208:40 Design Check CalculationSheet WoodWorksSizer2019(Update4) 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(0.67') psf Load3 Live Full Area 40.00(0.67') psf Load4 Dead Full Area 15.00(1.00') psf Load5 Snow Full Area 25.00(1.00') psf Load6 Dead Full Area 15.00(2.00') psf Load7 Snow Full Area 25.00(2.00') psf Self-weight Dead Full UDL 5.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 11.249' 11.166'0' Unfactored: Dead 780 780 Live 151 151 Snow 422 422 Factored: Total 1210 1210 Bearing: Capacity Beam 1210 1210 Support 2100 2100 Des ratio Beam 1.00 1.00 Support 0.58 0.58 Load comb #3 #3 Length 1.00 1.00 Min req'd 1.00 1.00 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.13 1.13 Fcp sup 625 625 SF2 Lumbern-ply, Hem-Fir, No.2,2x10,2-ply(3"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:11.25';Clearspan:11.063';Volume = 2.2cu.ft. Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 55 Fv' = 172 psi fv/Fv' = 0.32 Bending(+) fb = 940 Fb' = 1075 psi fb/Fb' = 0.87 Live Defl'n 0.10 = < L/999 0.37 = L/360 in 0.28 Total Defl'n 0.39 = L/346 0.56 = L/240 in 0.69 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 3 Fb'+ 850 1.15 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 3 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICALLOADCOMBINATIONS: Shear : LC #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) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1201, V design = 1026 lbs; M(+) = 3353 lbs-ft EIy = 128.61 lb-in^2/ply "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2018)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 4.BUILT-UPBEAMS:itisassumed thateachplyisasinglecontinuousmember(thatis,nobuttjointsarepresent)and thateachplyisequally top-loaded.Wherebeamsareside-loaded,specialfasteningdetailsmayberequired. 5. FIRERATING:Joists,wallstuds,andmulti-plymembersarenotratedforfireendurance. 87 of 97 SF3 Sep.12,202208:45 Design Check CalculationSheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 80.0 plf Load2 Dead Full Area 12.00(6.00') psf Load3 Live Full Area 40.00(6.00') psf Load4 Dead Full Area 15.00(7.00') psf Load5 Snow Full Area 25.00(7.00') psf Self-weight Dead Full UDL 4.6 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.112' 5.056'0' Unfactored: Dead 668 668 Live 613 613 Snow 447 447 Factored: Total 1464 1464 Bearing: Capacity Beam 1464 1464 Support 1621 1621 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #3 #3 Length 0.67 0.67 Min req'd 0.67 0.67 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.2,4x6(3-1/2"x5-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:5.13';Clearspan:5.0';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 = 80 Fv' = 180 psi fv/Fv' = 0.44 Bending(+) fb = 1090 Fb' = 1170 psi fb/Fb' = 0.93 Live Defl'n 0.06 = < L/999 0.17 = L/360 in 0.35 Total Defl'n 0.13 = L/455 0.25 = L/240 in 0.53 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 1.000 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 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 – LC #3 = D + 0.75(L + S) Support 2 – LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1268, V design = 1024 lbs; M(+) = 1603 lbs-ft EIy = 77.64 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2018)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 88 of 97 SF4 Sep.12,202208:44 Design Check CalculationSheet WoodWorksSizer2019(Update4) 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 3.50 11.67 12.00(0.67') psf Load3 Live Partial Area 3.50 11.67 40.00(0.67') psf Load4 Dead Full Area 15.00(1.00') psf Load5 Snow Full Area 25.00(1.00') psf Load6 Dead Partial Area 0.00 0.75 15.00(5.00') psf Load7 Snow Partial Area 0.00 0.75 25.00(5.00') psf Load8 Dead Partial Area 2.75 4.50 15.00(5.00') psf Load9 Snow Partial Area 2.75 4.50 25.00(5.00') psf Load10 Dead Partial Area 6.50 8.33 15.00(5.00') psf Load11 Snow Partial Area 6.50 8.33 25.00(5.00') psf Load12 Dead Partial Area 10.33 11.42 15.00(5.00') psf Load13 Snow Partial Area 10.33 11.42 25.00(5.00') psf Load14 Dead Point 3.50 96 lbs Load15 Live Point 3.50 287 lbs Load16 Dead Point 0.75 83 lbs Load17 Snow Point 0.75 130 lbs Load18 Dead Point 2.75 83 lbs Load19 Snow Point 2.75 130 lbs Load20 Dead Point 4.50 83 lbs Load21 Snow Point 4.50 130 lbs Load22 Dead Point 6.50 83 lbs Load23 Snow Point 6.50 130 lbs Load24 Dead Point 8.33 83 lbs Load25 Snow Point 8.33 130 lbs Load26 Dead Point 10.33 83 lbs Load27 Snow Point 10.33 130 lbs Load28 Dead Point 11.42 402 lbs Load29 Snow Point 11.42 627 lbs Self-weight Dead Full UDL 8.6 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 11.815' 11.699'0' Unfactored: Dead 1180 1511 Live 280 226 Snow 918 1462 Factored: Total 2098 2972 Bearing: Capacity Beam 2098 2972 Support 3507 4969 Des ratio Beam 1.00 1.00 Support 0.60 0.60 Load comb #4 #4 Length 1.15 1.63 Min req'd 1.15 1.63 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.08 1.08 Fcp sup 625 625 SF4 Lumber n-ply,Hem-Fir,No.2,2x10,3-ply(4-1/2"x9-1/4") Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:11.81';Clearspan:11.563';Volume = 3.4cu.ft. Lateralsupport: top = continuous,bottom = atsupports;Repetitivefactor:appliedwherepermitted(refer toonlinehelp); ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 75 Fv' = 172 psi fv*/Fv' = 0.44 Bending(+) fb = 1145 Fb' = 1237 psi fb/Fb' = 0.93 Live Defl'n 0.17 = L/813 0.39 = L/360 in 0.44 Total Defl'n 0.51 = L/277 0.58 = L/240 in 0.86 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 850 1.15 1.00 1.00 1.000 1.100 - 1.15 1.00 1.00 4 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICALLOADCOMBINATIONS: Shear : LC #4 = D + S Bending(+): LC #4 = D + S Deflection: LC #4 = D + S (live) LC #4 = D + S (total) Bearing : Support 1 – LC #4 = D + S Support 2 – LC #4 = D + S D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2964, V design* = 2084 lbs; M(+) = 6124 lbs-ft EIy = 128.61 lb-in^2/ply "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Design Notes: 1.Analysisanddesignare inaccordancewith the ICC InternationalBuildingCode(IBC2018)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflection limitsareappropriateforyourapplication. 3.Sawn lumberbendingmembersshall be laterallysupportedaccording to theprovisionsofNDSClause4.4.1. 4.BUILT-UPBEAMS: it isassumed thateachply isasinglecontinuousmember(that is,nobutt jointsarepresent)and thateachply isequally top-loaded.Wherebeamsareside-loaded,specialfasteningdetailsmayberequired. 5.FIRERATING:Joists,wallstuds,andmulti-plymembersarenotratedforfireendurance. 89 of 97 SF5 Sep.12,202208:50 Design Check CalculationSheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial UDL 0.10 8.27 80.0 80.0 plf Load2 Dead Partial Area 0.10 8.27 12.00(6.00') psf Load3 Live Partial Area 0.10 8.27 40.00(6.00') psf Load4 Dead Partial Area 8.27 9.85 12.00(10.00') psf Load5 Live Partial Area 8.27 9.85 40.00(10.00') psf Load6 Dead Partial Area 0.10 8.27 15.00(6.00') psf Load7 Snow Partial Area 0.10 8.27 25.00(6.00') psf Load8 Dead Partial Area 0.10 8.27 15.00(7.00') psf Load9 Snow Partial Area 0.10 8.27 25.00(7.00') psf Load10 Dead Point 8.26 1511 lbs Load11 Live Point 8.26 226 lbs Load12 Snow Point 8.26 1462 lbs Self-weight Dead Full UDL 11.4 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 9.98' 9.865'0' Unfactored: Dead 1973 2675 Live 1231 1587 Snow 1787 2330 Factored: Total 4237 5613 Bearing: Capacity Beam 4237 5613 Support 4352 5765 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #3 #3 Length 1.19 1.57 Min req'd 1.19 1.57 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 SF5 Glulam-Unbal.,WestSpecies,24F-V4 DF,5-1/2"x9" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:10.0';Clearspan:9.75';Volume = 3.4cu.ft.;6laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 160 Fv' = 305 psi fv/Fv' = 0.53 Bending(+) fb = 1889 Fb' = 2731 psi fb/Fb' = 0.69 Live Defl'n 0.18 = L/648 0.33 = L/360 in 0.55 Total Defl'n 0.43 = L/276 0.49 = L/240 in 0.87 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 0.989 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) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 5286, V design = 5286 lbs; M(+) = 11686 lbs-ft EIy = 601.42 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 9.88' Le = 18.31' RB = 8.1 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2018)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). 90 of 97 F1 Sep.12,202208:51 DesignCheckCalculation Sheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 12.00(16.0") psf Load2 Live Full Area 40.00(16.0") psf Self-weight Dead Full UDL 2.9 plf MaximumReactions(lbs),BearingCapacities(lbs)andBearingLengths(in) : 12.12' 12.06'0' Unfactored: Dead 114 114 Live 323 323 Factored: Total 437 437 Bearing: Capacity Joist 437 437 Support 844 844 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.72 0.72 Min req'd 0.72 0.72 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 F1 Lumber-soft, Hem-Fir, No.2,2x10(1-1/2"x9-1/4") Supports:All-Timber-softBeam, D.Fir-L No.2 Floorjoist spacedat16.0" c/c; Totallength:12.13'; Clear span:12.0';Volume=1.2 cu.ft. Lateral support: top= continuous,bottom=at supports; Repetitive factor:appliedwherepermitted(refer toonlinehelp); ThissectionPASSESthedesigncodecheck. Analysisvs.Allowable StressandDeflection using NDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 41 Fv' = 150 psi fv/Fv' = 0.27 Bending(+) fb = 736 Fb' = 1075 psi fb/Fb' = 0.68 Live Defl'n 0.20 = L/733 0.40 = L/360 in 0.49 Total Defl'n 0.30 = L/479 0.60 = L/240 in 0.50 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 D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 435, V design = 378 lbs; M(+) = 1313 lbs-ft EIy = 128.61 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" DesignNotes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuilding Code(IBC2018)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. 91 of 97 F2 Sep.12,202208:51 Design Check CalculationSheet WoodWorksSizer2019(Update4) 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 15.00(1.00') psf Load3 Snow Full Area 25.00(1.00') psf Load4 Dead Full Area 15.00(5.00') psf Load5 Snow Full Area 25.00(5.00') psf Load6 Dead Point 11.42 402 lbs Load7 Snow Point 11.42 627 lbs Self-weight Dead Full UDL 9.4 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 11.855' 11.761'0' Unfactored: Dead 1074 1453 Snow 908 1497 Factored: Total 1982 2950 Bearing: Capacity Beam 1982 2950 Support 2195 3266 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.91 1.35 Min req'd 0.91 1.35 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 F2 Lumber-soft, D.Fir-L, No.2,4x12(3-1/2"x11-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:11.88';Clearspan:11.688';Volume = 3.2cu.ft. Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 75 Fv' = 207 psi fv*/Fv' = 0.36 Bending(+) fb = 958 Fb' = 1138 psi fb/Fb' = 0.84 Live Defl'n 0.10 = < L/999 0.39 = L/360 in 0.26 Total Defl'n 0.28 = L/500 0.59 = L/240 in 0.48 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + 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 combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2932, V design* = 1956 lbs; M(+) = 5892 lbs-ft EIy = 664.44 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2018)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 92 of 97 F3 Sep.12,202208:52 Design Check CalculationSheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Partial Area 3.54 11.71 12.00(0.67') psf Load2 Live Partial Area 3.54 11.71 40.00(0.67') psf Load3 Dead Point 3.54 96 lbs Load4 Live Point 3.54 287 lbs Self-weight Dead Full UDL 5.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 11.75' 11.708'0' Unfactored: Dead 124 105 Live 277 229 Factored: Total 401 334 Bearing: Capacity Beam 607 607 Support 1055 1055 Des ratio Beam 0.66 0.55 Support 0.38 0.32 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 1.13 1.13 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports F3 Lumbern-ply, Hem-Fir, No.2,2x10,2-ply(3"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:11.75';Clearspan:11.688';Volume = 2.3cu.ft. Lateralsupport: top = continuous,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 21 Fv' = 150 psi fv/Fv' = 0.14 Bending(+) fb = 386 Fb' = 935 psi fb/Fb' = 0.41 Live Defl'n 0.09 = < L/999 0.39 = L/360 in 0.22 Total Defl'n 0.14 = L/989 0.59 = L/240 in 0.24 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 – LC #2 = D + L Support 2 – LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 401, V design = 396 lbs; M(+) = 1377 lbs-ft EIy = 128.61 lb-in^2/ply "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2018)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 4.BUILT-UPBEAMS:itisassumed thateachplyisasinglecontinuousmember(thatis,nobuttjointsarepresent)and thateachplyisequally top-loaded.Wherebeamsareside-loaded,specialfasteningdetailsmayberequired. 5. FIRERATING:Joists,wallstuds,andmulti-plymembersarenotratedforfireendurance. 93 of 97 F4 Sep.12,202208:53 Design Check CalculationSheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 12.00(12.00') psf Load2 Live Full Area Yes 40.00(12.00') psf Load3 Dead Partial Area No 0.00 3.92 12.00(6.00') psf Load4 Live Partial Area Yes 0.00 3.92 40.00(6.00') psf Load5 Dead Partial Area No 0.00 3.92 15.00(6.00') psf Load6 Snow Partial Area Yes 0.00 3.92 25.00(6.00') psf Load7 Dead Partial Area No 0.00 3.92 15.00(7.00') psf Load8 Snow Partial Area Yes 0.00 3.92 25.00(7.00') psf Load9 Dead Point No 3.92 1973 lbs Load10 Live Point Yes 3.92 1231 lbs Load11 Snow Point Yes 3.92 1787 lbs Self-weight Dead Full UDL No 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 1.333' 3.941' 3.833'0' Unfactored: Dead 1230 2386 Live 2116 2203 Snow 955 2164 Factored: Total 3534 5661 Bearing: Capacity Beam 4012 5661 Support 3534 6267 Des ratio Beam 0.88 1.00 Support 1.00 0.90 Load comb #3 #12 Length 1.46 2.59 Min req'd 1.46** 2.59 Cb 1.26 1.00 Cb min 1.26 1.00 Cb support 1.11 1.11 Fcp sup 625 625 **Minimumbearing lengthgovernedby therequiredwidthof thesupportingmember. F4 Lumber-soft,D.Fir-L,No.2,4x10(3-1/2"x9-1/4") Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:3.94';Clearspan:1.25',2.313';Volume = 0.9cu.ft. Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 41 Fv' = 180 psi fv/Fv' = 0.23 Bending(+) fb = 171 Fb' = 1076 psi fb/Fb' = 0.16 Bending(-) fb = 243 Fb' = 1078 psi fb/Fb' = 0.23 Deflection: Interior Live 0.00 = < L/999 0.08 = L/360 in 0.02 Total 0.00 = < L/999 0.13 = L/240 in 0.02 Cantil. Live 0.00 = < L/999 0.09 = L/180 in 0.05 Total 0.01 = < L/999 0.13 = L/120 in 0.05 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 0.997 1.200 - 1.00 1.00 1.00 6 Fb'- 900 1.00 1.00 1.00 0.998 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 6 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 6 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #6 = D + L (pattern: _L) Bending(-): LC #2 = D + L Deflection: LC #6 = D + L (pattern: _L) (live) LC #6 = D + L (pattern: _L) (total) Bearing : Support 1 – LC #3 = D + 0.75(L + S) Support 2 – LC #12 = D + 0.75(L + S) (pattern: sX) D=dead L=live 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 / IBC 2018 1605.3.1 CALCULATIONS: V max = 879, V design = 879 lbs; M(+) = 713 lbs-ft; M(-) = 1012 lbs-ft EIy = 369.34 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 2.50' Le = 4.69' RB = 6.5; Lu based on full span Lateral stability(-): Lu = 1.31' Le = 2.50' RB = 4.8; Lu based on full span Design Notes: 1.Analysisanddesignare inaccordancewith the ICC InternationalBuildingCode(IBC2018)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflection limitsareappropriateforyourapplication. 3.ContinuousorCantileveredBeams:NDSClause4.2.5.5requires thatnormal gradingprovisionsbeextended to themiddle2/3of2spanbeamsand to thefull lengthofcantileversandotherspans. 4.Sawn lumberbendingmembersshall be laterallysupportedaccording to theprovisionsofNDSClause4.4.1. 5.Thecritical deflectionvaluehasbeendeterminedusing maximum back-spandeflection.Cantileverdeflectionsdonotgoverndesign. 94 of 97 F5 Sep.12,202208:55 Design Check CalculationSheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 12.00(12.00') psf Load2 Live Full Area Yes 40.00(12.00') psf Self-weight Dead Full UDL No 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.095' 10.243' 10.191'0' Unfactored: Dead 294 966 294 Live 1083 3057 1083 Factored: Total 1376 4023 1376 Bearing: Capacity Beam 1376 4454 1376 Support 1524 4023 1524 Des ratio Beam 1.00 0.90 1.00 Support 0.90 1.00 0.90 Load comb #3 #2 #4 Length 0.63 1.66 0.63 Min req'd 0.63 1.66** 0.63 Cb 1.00 1.23 1.00 Cb min 1.00 1.23 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 **Minimumbearinglengthgovernedby therequiredwidthof thesupportingmember. F5 Lumber-soft, D.Fir-L, No.2,4x10(3-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:10.25';Clearspan:5.0',5.0';Volume = 2.3cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 69 Fv' = 180 psi fv/Fv' = 0.38 Bending(+) fb = 352 Fb' = 1061 psi fb/Fb' = 0.33 Bending(-) fb = 493 Fb' = 1061 psi fb/Fb' = 0.46 Live Defl'n 0.01 = < L/999 0.17 = L/360 in 0.08 Total Defl'n 0.02 = < L/999 0.25 = L/240 in 0.07 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.983 1.200 - 1.00 1.00 1.00 3 Fb'- 900 1.00 1.00 1.00 0.983 1.200 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #3 = D + L (pattern: L_) Bending(-): LC #2 = D + L Deflection: LC #3 = D + L (pattern: L_) (live) LC #3 = D + L (pattern: L_) (total) Bearing : Support 1 – LC #3 = D + L (pattern: L_) Support 2 – LC #2 = D + L Support 3 – LC #4 = D + L (pattern: _L) D=dead L=live 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 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2012, V design = 1485 lbs; M(+) = 1464 lbs-ft; M(-) = 2050 lbs-ft EIy = 369.34 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 10.19' Le = 18.94' RB = 13.1; Lu based on full length Lateral stability(-): Lu = 10.19' Le = 18.94' RB = 13.1; Lu based on full length Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2018)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. 95 of 97 F6 Sep.12,202208:55 Design Check CalculationSheet WoodWorksSizer2019(Update4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 12.00(12.00') psf Load2 Live Full Area Yes 40.00(12.00') psf Load3 Dead Partial Area No 0.28 2.62 12.00(10.00') psf Load4 Live Partial Area Yes 0.28 2.62 40.00(10.00') psf Load5 Dead Partial Area No 2.61 2.95 12.00(6.00') psf Load6 Live Partial Area Yes 2.61 2.95 40.00(6.00') psf Load7 Dead Partial Area No 5.28 6.87 12.00(6.00') psf Load8 Live Partial Area Yes 5.28 6.87 40.00(6.00') psf Load9 Dead Partial Area No 6.45 6.78 15.00(6.00') psf Load10 Snow Partial Area Yes 6.45 6.78 25.00(6.00') psf Load11 Dead Partial Area No 6.45 6.78 15.00(7.00') psf Load12 Snow Partial Area Yes 6.45 6.78 25.00(7.00') psf Load13 Dead Partial Area No 9.28 10.21 12.00(6.00') psf Load14 Live Partial Area Yes 9.28 10.21 40.00(6.00') psf Load15 Dead Partial Area No 9.28 10.21 15.00(6.00') psf Load16 Snow Partial Area Yes 9.28 10.21 25.00(6.00') psf Load17 Dead Partial Area No 9.28 10.21 15.00(7.00') psf Load18 Snow Partial Area Yes 9.28 10.21 25.00(7.00') psf Load19 Dead Point No 0.28 2675 lbs Load20 Live Point Yes 0.28 1587 lbs Load21 Snow Point Yes 0.28 2330 lbs Load22 Dead Point No 2.95 92 lbs Load23 Live Point Yes 2.95 290 lbs Load24 Dead Point No 5.28 92 lbs Load25 Live Point Yes 5.28 290 lbs Load26 Dead Point No 6.20 1453 lbs Load27 Snow Point Yes 6.20 1497 lbs Load28 Dead Point No 6.78 454 lbs Load29 Live Point Yes 6.78 310 lbs Load30 Snow Point Yes 6.78 420 lbs Load31 Dead Point No 9.28 454 lbs Load32 Live Point Yes 9.28 310 lbs Load33 Snow Point Yes 9.28 420 lbs Self-weight Dead Full UDL No 7.7 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 5.286' 10.265' 10.069'0' Unfactored: Dead 3099 3345 1062 Live 3545 4686 1565 Snow 2259 2048 840 Factored: Total 7452 8396 2867 Bearing: Capacity Beam 7452 8403 2867 Support 8251 8396 3174 Des ratio Beam 1.00 1.00 1.00 Support 0.90 1.00 0.90 Load comb #11 #3 #12 Length 3.41 3.47 1.31 Min req'd 3.41 3.47** 1.31 Cb 1.00 1.11 1.00 Cb min 1.00 1.11 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 **Minimumbearing lengthgovernedby therequiredwidthof thesupportingmember. F6 Lumber-soft,D.Fir-L,No.2,4x10(3-1/2"x9-1/4") Supports:All-Timber-softBeam,D.Fir-LNo.2 Total length:10.25';Clearspan:5.0',4.563';Volume = 2.3cu.ft. Lateralsupport: top = atendsupports,bottom = atendsupports; ThissectionPASSESthedesigncodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 192 Fv' = 207 psi fv*/Fv' = 0.93 Bending(+) fb = 584 Fb' = 1061 psi fb/Fb' = 0.55 Bending(-) fb = 891 Fb' = 1061 psi fb/Fb' = 0.84 Live Defl'n 0.02 = < L/999 0.16 = L/360 in 0.12 Total Defl'n 0.04 = < L/999 0.24 = L/240 in 0.15 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 3 Fb'+ 900 1.00 1.00 1.00 0.983 1.200 - 1.00 1.00 1.00 5 Fb'- 900 1.00 1.00 1.00 0.983 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 12 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 12 CRITICALLOADCOMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #5 = D + L (pattern: L_) Bending(-): LC #2 = D + L Deflection: LC #5 = D + L (pattern: L_) (live) LC #12 = D + 0.75(L + S) (pattern: sX) (total) Bearing : Support 1 – LC #11 = D + 0.75(L + S) (pattern: Xs) Support 2 – LC #3 = D + 0.75(L + S) Support 3 – LC #12 = D + 0.75(L + S) (pattern: sX) D=dead L=live 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 / IBC 2018 1605.3.1 CALCULATIONS: V max = 5549, V design* = 4149 lbs; M(+) = 2428 lbs-ft; M(-) = 3707 lbs-ft EIy = 369.34 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 10.06' Le = 18.75' RB = 13.0; Lu based on full span Lateral stability(-): Lu = 10.06' Le = 18.75' RB = 13.0; Lu based on full span 96 of 97 WoodWorks®Sizer SOFTWAREFORWOODDESIGN WoodWorks®Sizer 2019 (Update 4)F6 Page 2 Design Notes: 1.Analysisanddesignare inaccordancewith the ICC InternationalBuildingCode(IBC2018)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflection limitsareappropriateforyourapplication. 3.ContinuousorCantileveredBeams:NDSClause4.2.5.5requires thatnormal gradingprovisionsbeextended to themiddle2/3of2spanbeamsand to thefull lengthofcantileversandotherspans. 4.Sawn lumberbendingmembersshall be laterallysupportedaccording to theprovisionsofNDSClause4.4.1. 97 of 97