Loading...
Structural BUILDING B - 2018 IBC - CALCS ~ 10-23-23P.O. BOX 108, MILTON, WA 98354 Phone (253) 344-1666 ENGINEERING, PLLC PHILLIPS STRUCTURAL ORIGINAL STAMP MUST BE RED TO BE VALID OCT. 23, 2023 10/23/2023 ENGINEERING ANALYSIS FOR: THE KEIMIG ASSOCIATES SITE: The enclosed documents are to be used in conjunction with the plans referenced on the cover page. It is imperative that the contractor study and understand the engineering requirements and any required changes to the architectural plan prior to start of work. Modifications may include additional foundations or footings, beam and framing size, sheathing, etc. Scope of Engineering: Engineering analysis and design to resist lateral and gravity loads in accordance with the 2018 IBC have been performed and incorporated into stamped "S" sheets. All analyses and calculations are included in this engineering report (see 812x11 pages). Engineering assumptions are listed below. If the conditions listed below are not present at the site, all calculations and stamped drawings are void and Phillips Structural Engineering must be contacted immediately for further consultation. B 1.29 0.47 3000 6.5 D 20 25 PHILLIPS STRUCTURAL ENGINEERINGSTRUCTURAL ENGINEERING CALCULATIONS 110 MPH 1.00 STRUCTURAL DESIGN CRITERIA AND LOADING: Building Code 2018 International Building Code (IBC) EARTHQUAKE DESIGN DATA: -Risk Category = II - Seismic Importance Factor (Ie) = 1.0 - Mapped Spectral Response Acceleration Parameters - Ss = - S1 = - Seismic Design Category (SDC) = " " - Basic Seismic Force-Resisting System = Light-frame (wood) walls sheathed with wood structural panel rated for shear resistance - Response Modification Factor (R) = - Analysis Procedure Used = Equivalent Lateral Force WIND DESIGN DATA: - Basic Design Wind Speed (V) = - Allowable Stress Design Wind Speed (Vasd) = - Risk Category = II - Wind Importance Factor (Iw) = 1.0 - Wind Exposure = " " - Topographical Effect (Kzt) = ROOF LOADING: - Dead Load = PSF (No tile weight included) - Roof Live Load (Lr) = 20PSF - Typical Flat Roof Snow Load (Pf) = PSF - Snow Exposure Factor (Ce) = 1.0 - Snow Load Importance Factor (Is) = 1.0 **Typical roof snow load shall not be less than 25PSF SOILS CRITERIA Soils Consultant Insight Geologic, Inc. Soils Report #362-05-01 Minimum Allowable Pressure Required PSF Frost Bearing Depth 18" * See plans/detailing for other soils considerations 85 MPH 2 of 34 3 of 34 4 of 34 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)3-Unit-SHEAR- TMP.wsw Aug.24,202310:34:27 -5'0'5'10'15'20'25'30'35'40'45'50'55'60'65'70' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' C-1 A-2 A-1 B-2 B-1 Segmented Perforated Force-transfer Non-shearwall Aspectfactor Orange=Selectedwall(s) Level1of 1 5 of 34 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls2019(Update3) 3-Unit-SHEAR-TMP.wsw Aug.24,202311:22:42 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) - 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 S1:0.470g Ss:1.290g FundamentalPeriod E-W N-S TUsed 0.201s 0.201s ApproximateTa 0.201s 0.201s Maximum T 0.281s 0.281s ResponseFactor R 6.50 6.50 Fa:1.00 Fv:1.83Case 2 N-S loadsE-Wloads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16psf 8 psf ServiceabilityWindSpeed 100mph 1 6 of 34 WoodWorks®Shearwalls 3-Unit-SHEAR-TMP.wsw Aug. 24, 2023 11:22:42 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev[ft]Depth[in]Height[ft] Ceiling 22.67 8'-8.0 Level1 1.00 4.0 13.00 Foundation 0.67 BLOCKandROOF INFORMATION Block RoofPanels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 1 Story E-W Ridge LocationX,Y =0.00 2.00 North Side 0.0 0.00 ExtentX,Y =20.00 51.00 South Side 0.0 0.00 RidgeYLocation,Offset 27.50 0.00 East Gable 0.0 0.00 RidgeElevation,Height 22.67 0.00 West Gable 0.0 0.00 Block 2 1 Story N-S Ridge LocationX,Y =20.00 0.00 North Gable 0.0 0.00 ExtentX,Y =30.75 53.00 South Gable 0.0 0.00 RidgeXLocation,Offset 35.38 0.00 East Side 0.0 0.00 RidgeElevation,Height 22.67 0.00 West Side 0.0 0.00 Block 3 1 Story N-S Ridge LocationX,Y =50.75 0.00 North Gable 0.0 0.00 ExtentX,Y =9.25 46.75 South Gable 0.0 0.00 RidgeXLocation,Offset 55.38 0.00 East Side 0.0 0.00 RidgeElevation,Height 22.67 0.00 West Side 0.0 0.00 2 7 of 34 WoodWorks®Shearwalls 3-Unit-SHEAR-TMP.wsw Aug. 24, 2023 11:22:42 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Nail N 3 12 Y 2,3 2 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 3 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: 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 D.Fir-L No.2 1.50 5.50 16 0.50 1.60 2 D.Fir-L No.2 1.50 5.50 16 0.50 1.60 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 8 of 34 WoodWorks®Shearwalls 3-Unit-SHEAR-TMP.wsw Aug. 24, 2023 11:22:42 SHEARLINE,WALLandOPENINGDIMENSIONS North-south Type Wall Location Extent[ft]Length FHS Aspect Height Shearlines Group X[ft]Start End [ft][ft]Ratio [ft] Line 1 Level 1 Line 1 2 0.00 2.00 53.00 51.00 47.00 -13.00 Wall 1-1 Seg 2 0.00 2.00 53.00 51.00 47.00 -- Segment 1 --2.00 49.00 47.00 -0.28 - Opening 1 --49.00 52.00 3.00 --4.00 Segment 2 --52.00 53.00 1.00 -13.00 - Line 2 Level 1 Line 2 NSW 20.00 0.00 2.00 2.00 0.00 -13.00 Wall 2-1 NSW 20.00 0.00 2.00 2.00 0.00 1.00 - Line 3 Level 1 Line 3 NSW 50.75 46.75 53.00 6.25 0.00 -13.00 Wall 3-1 NSW 50.75 46.75 53.00 6.25 0.00 1.00 - Line 4 Level 1 Line 4 2 60.00 0.00 46.75 46.75 30.50 -13.00 Wall 4-1 Seg 2 60.00 0.00 46.75 46.75 30.50 -- Segment 1 --0.00 3.50 3.50 -3.71 - Opening 1 --3.50 16.25 12.75 --4.00 Segment 2 --16.25 46.75 30.50 -0.43 - East-west Type Wall Location Extent[ft]Length FHS Aspect Height Shearlines Group Y[ft]Start End [ft][ft]Ratio [ft] Line A Level 1 Line A 1 0.67 0.00 60.00 60.00 26.75 -13.00 Wall A-1 Seg 1 2.00 0.00 20.00 20.00 7.50 -- Segment 1 --0.00 7.50 7.50 -1.73 - Opening 1 --7.50 18.75 11.25 --4.00 Segment 2 --18.75 20.00 1.25 -10.40 - Wall A-2 Seg 1 0.00 20.00 60.00 40.00 19.25 -- Segment 1 --20.00 30.00 10.00 -1.30 - Opening 1 --30.00 50.75 20.75 --4.00 Segment 2 --50.75 60.00 9.25 -1.41 - Line B Level 1 Line B 2 46.75 0.00 60.00 60.00 27.75 -13.00 Wall B-1 Seg 2 46.75 0.50 39.75 39.25 18.50 -- Segment 1 --0.50 5.75 5.25 -2.48 - Opening 1 --5.75 16.25 10.50 --4.00 Segment 2 --16.25 24.25 8.00 -1.63 - Opening 2 --24.25 34.50 10.25 --4.00 Segment 3 --34.50 39.75 5.25 -2.48 - Wall B-2 Seg 2 46.75 50.75 60.00 9.25 9.25 1.41 - Line C Level 1 Line C 2 53.00 0.00 50.75 50.75 29.25 -13.00 Wall C-1 Seg 2 53.00 0.00 50.75 50.75 29.25 -- Segment 1 --0.00 3.50 3.50 -3.71 - Opening 1 --3.50 9.50 6.00 --4.00 Segment 2 --9.50 22.25 12.75 -1.02 - Opening 2 --22.25 28.25 6.00 --4.00 Segment 3 --28.25 41.00 12.75 -1.02 - Opening 3 --41.00 47.00 6.00 --4.00 Segment 4 --47.00 50.75 3.75 -3.47 - 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. 4 9 of 34 WoodWorks®Shearwalls 3-Unit-SHEAR-TMP.wsw Aug. 24, 2023 11:22:42 Loads WINDSHEARLOADS(asenteredorgenerated) Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft][lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Block 1 WWall 1 W->EWind Line 0.00 2.00 161.2 Block 1 WWall MinW->EWind Line 0.00 2.00 121.3 Block 1 WWall MinW->EWind Line 2.00 53.00 121.3 Block 1 WWall 1 W->EWind Line 2.00 53.00 161.2 Block 1 EWall 1 W->E Lee Line 0.00 46.75 109.8 Block 1 EWall MinW->E Lee Line 0.00 46.75 121.3 Block 1 EWall 1 W->E Lee Line 46.75 53.00 109.8 Block 1 EWall MinW->E Lee Line 46.75 53.00 121.3 Block 1 WWall 1 E->W Lee Line 0.00 2.00 109.8 Block 1 WWall MinE->W Lee Line 0.00 2.00 121.3 Block 1 WWall MinE->W Lee Line 2.00 53.00 121.3 Block 1 WWall 1 E->W Lee Line 2.00 53.00 109.8 Block 1 EWall MinE->WWind Line 0.00 46.75 121.3 Block 1 EWall 1 E->WWind Line 0.00 46.75 161.2 Block 1 EWall MinE->WWind Line 46.75 53.00 121.3 Block 1 EWall 1 E->WWind Line 46.75 53.00 161.2 Block 1 SWall 1 S->NWind Line 0.00 20.00 161.2 Block 1 SWall MinS->NWind Line 0.00 20.00 121.3 Block 1 SWall MinS->NWind Line 20.00 60.00 121.3 Block 1 SWall 1 S->NWind Line 20.00 60.00 161.2 Block 1 NWall MinS->N Lee Line 0.00 50.75 121.3 Block 1 NWall 1 S->N Lee Line 0.00 50.75 59.8 Block 1 NWall MinS->N Lee Line 50.75 60.00 121.3 Block 1 NWall 1 S->N Lee Line 50.75 60.00 59.8 Block 1 SWall 1 N->S Lee Line 0.00 20.00 59.8 Block 1 SWall MinN->S Lee Line 0.00 20.00 121.3 Block 1 SWall 1 N->S Lee Line 20.00 60.00 59.8 Block 1 SWall MinN->S Lee Line 20.00 60.00 121.3 Block 1 NWall 1 N->SWind Line 0.00 50.75 161.2 Block 1 NWall MinN->SWind Line 0.00 50.75 121.3 Block 1 NWall 1 N->SWind Line 50.75 60.00 161.2 Block 1 NWall MinN->SWind Line 50.75 60.00 121.3 Legend: Block-Blockused in loadgeneration Accum. = loads fromoneblockcombinedwith another Manual = user-entered loads(sonoblock) F-Building face(north,south,eastorwest) Element-Buildingsurfaceonwhich loadsgeneratedorentered LoadCase-Oneof the following: ASCE7AllHeights:Case1or2 fromFig 27.3-8orminimum loads from27.1.5 ASCE7Low-rise:ReferencecornerandCaseAorB fromFig 28.3-1orminimum loads from28.3.4 WindDir-Directionofwind for 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. 5 10 of 34 WoodWorks®Shearwalls 3-Unit-SHEAR-TMP.wsw Aug. 24, 2023 11:22:42 BUILDINGMASSES Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft][lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 1 1 Line 2.00 53.00 200.0 200.0 E-W Roof Block 1 2 Line 2.00 53.00 200.0 200.0 E-W Roof Block 2 2 Line 0.00 53.00 307.5 307.5 E-W Roof Block 2 3 Line 0.00 53.00 307.5 307.5 E-W Roof Block 3 3 Line 0.00 46.75 92.5 92.5 E-W Roof Block 3 4 Line 0.00 46.75 92.5 92.5 N-S Roof Block 1 Line 0.00 20.00 510.0 510.0 N-S Roof Block 1 C Line 0.00 20.00 510.0 510.0 N-S Roof Block 2 A Line 20.00 50.75 530.0 530.0 N-S Roof Block 2 C Line 20.00 50.75 530.0 530.0 N-S Roof Block 3 A Line 50.75 60.00 467.5 467.5 N-S Roof Block 3 B Line 50.75 60.00 467.5 467.5 BothWall 1-1 n/a 1 Line 2.00 53.00 130.0 130.0 BothWall 2-1 n/a 2 Line 0.00 2.00 130.0 130.0 BothWall 3-1 n/a 3 Line 46.75 53.00 130.0 130.0 BothWall 4-1 n/a 4 Line 0.00 46.75 130.0 130.0 BothWall A-2 n/a A Line 20.00 60.00 130.0 130.0 BothWall A-1 n/a Line 0.00 20.00 130.0 130.0 BothWall B-1 n/a B Line 0.50 39.75 39.0 39.0 BothWall B-2 n/a B Line 50.75 60.00 130.0 130.0 BothWall C-1 n/a C Line 0.00 50.75 130.0 130.0 Legend: ForceDir-Direction inwhich themass isused forseismic loadgeneration,E-W,N-S,orBoth Buildingelement-Roof,gableend,wallor floorareaused togeneratemass,wall line foruser-appliedmasses,FloorF#-refer toPlanView for floor areanumber Wall line-Shearline that equivalent line load isassigned to Location-Startandendpointsofequivalent line loadonwall line TribWidth.-Tributarywidth; foruserapplied area loadsonly 6 11 of 34 WoodWorks®Shearwalls 3-Unit-SHEAR-TMP.wsw Aug. 24, 2023 11:22:42 SEISMICLOADS Level 1 Force Profile Location[ft]Mag[lbs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 688 688 E-W Line 0.00 2.00 140.2 140.2 E-W Point 2.00 2.00 344 344 E-W Line 2.00 46.75 193.2 193.2 E-W Point 46.75 46.75 362 362 E-W Line 46.75 53.00 168.7 168.7 E-W Point 53.00 53.00 873 873 N-S Point 0.00 0.00 877 877 N-S Line 0.00 0.50 169.4 169.4 N-S Line 0.50 20.00 174.5 174.5 N-S Point 20.00 20.00 34 34 N-S Line 20.00 39.75 179.8 179.8 N-S Line 39.75 50.75 174.6 174.6 N-S Point 50.75 50.75 108 108 N-S Line 50.75 60.00 158.1 158.1 N-S Point 60.00 60.00 804 804 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. 7 12 of 34 WoodWorks®Shearwalls 3-Unit-SHEAR-TMP.wsw Aug. 24, 2023 11:22:42 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). 8 13 of 34 WoodWorks®Shearwalls 3-Unit-SHEAR-TMP.wsw Aug. 24, 2023 11:22:42 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 - - 4368 - - - 364 - - 17108 - Wall1-1 2 Both - - 4368 -1.0 - 364 - - 17108 - Seg. 1 -Both 92.9 0.0 4368 -1.0 - 364 -364 17108 0.26 Seg. 2 -Both 0.0 0.0 0 -1.0 - 364 -364 - - Line 4 Ln4,Lev1 -Both - - 4368 - - - 364 - - 11102 - Wall4-1 2 Both - - 4368 -1.0 - 364 - - 11102 - Seg. 1 -Both 0.0 0.0 0 -1.0 - 364 -364 - - Seg. 2 -Both 143.2 0.0 4368 -1.0 - 364 -364 11102 0.39 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 1 LnA,Lev1 -Both - - 3855 - - - 686 - - 18351 - WallA-1 1 Both - - 1081 -1.0 - 686 - - 5145 - Seg. 1 -Both 144.1 0.0 1081 -1.0 - 686 -686 5145 0.21 Seg. 2 -Both 0.0 0.0 0 -1.0 - 686 -686 - - WallA-2 1 Both - - 2774 -1.0 - 686 - - 13206 - Seg. 1 -Both 144.1 0.0 1441 -1.0 - 686 -686 6860 0.21 Seg. 2 -Both 144.1 0.0 1333 -1.0 - 686 -686 6346 0.21 Line B LnB,Lev1 -Both - - 4255 - - - 364 - - 9366 - WallB-1 2 Both - - 2725 -1.0 - 364 - - 5999 - Seg. 1 -Both 133.6 0.0 701 -.81 - 294 -294 1544 0.45 Seg. 2 -Both 165.4 0.0 1323 -1.0 - 364 -364 2912 0.45 Seg. 3 -Both 133.6 0.0 701 -.81 - 294 -294 1544 0.45 WallB-2 2 Both 165.4 - 1530 -1.0 - 364 -364 3367 0.45 Line C LnC,Lev1 -Both - - 508 - - - 364 - - 10070 - WallC-1 2 Both - - 508 -1.0 - 364 - - 10070 - Seg. 1 -Both 0.0 0.0 0 -1.0 - 364 -364 - - Seg. 2 -Both 18.4 0.0 234 -1.0 - 364 -364 4641 0.05 Seg. 3 -Both 18.4 0.0 234 -1.0 - 364 -364 4641 0.05 Seg. 4 -Both 10.6 0.0 40 -.58 - 210 -210 788 0.05 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. 9 14 of 34 WoodWorks®Shearwalls 3-Unit-SHEAR-TMP.wsw Aug. 24, 2023 11:22:42 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 2.13 Min 1215 1215 LIMIT w/o 1500 0.81 1-1 L Op 1 0.00 48.88 Min 1215 1215 LIMIT w/o 1500 0.81 Line 4 4-1 R Op 1 60.00 16.38 Min 1877 1877 HDU5-SDS2.5645 0.33 4-1 R End 60.00 46.63 Min 1877 1877 HDU5-SDS2.5645 0.33 Line A A-1 L End 0.12 2.00 1 1938 1938 HDQ8-SDS3 9230 0.21 A-1 L Op 1 7.38 2.00 1 1938 1938 HDQ8-SDS3 9230 0.21 A-2 L End 20.13 0.00 1 1921 1921 HDQ8-SDS3 9230 0.21 A-2 L Op 1 29.88 0.00 1 1921 1921 HDQ8-SDS3 9230 0.21 A-2 R Op 1 50.88 0.00 1 1925 1925 HDQ8-SDS3 9230 0.21 A-2 R End 59.88 0.00 1 1925 1925 HDQ8-SDS3 9230 0.21 Line B B-1 L End 0.63 46.75 1 1823 1823 HDU5-SDS2.5645 0.32 B-1 L Op 1 5.63 46.75 1 1823 1823 HDU5-SDS2.5645 0.32 B-1 R Op 1 16.38 46.75 1 2219 2219 HDU5-SDS2.5645 0.39 B-1 L Op 2 24.13 46.75 1 2219 2219 HDU5-SDS2.5645 0.39 B-1 R Op 2 34.63 46.75 1 1823 1823 HDU5-SDS2.5645 0.32 B-1 R End 39.63 46.75 1 1823 1823 HDU5-SDS2.5645 0.32 B-2 L End 50.88 46.75 1 2209 2209 HDU5-SDS2.5645 0.39 B-2 R End 59.88 46.75 1 2209 2209 HDU5-SDS2.5645 0.39 Line C C-1 R Op 1 9.63 53.00 1 244 244 LIMIT w/o 1500 0.16 C-1 L Op 2 22.13 53.00 1 244 244 LIMIT w/o 1500 0.16 C-1 R Op 2 28.38 53.00 1 244 244 LIMIT w/o 1500 0.16 C-1 L Op 3 40.88 53.00 1 244 244 LIMIT w/o 1500 0.16 C-1 R Op 3 47.13 53.00 1 148 148 LIMIT w/o 1500 0.10 C-1 R End 50.63 53.00 1 148 148 LIMIT w/o 1500 0.10 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. 10 15 of 34 WoodWorks®Shearwalls 3-Unit-SHEAR-TMP.wsw Aug. 24, 2023 11:22:42 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 49.00 1 343 -343 Line 4 4-1 Right Opening 1 60.00 16.25 1 -1518 1518 Line A A-1 Left Opening 1 7.50 2.00 1 599 -599 A-2 Left Opening 1 30.00 0.00 1 594 -594 A-2 Right Opening 1 50.75 0.00 1 -739 739 Line B B-1 Left Wall End 0.50 46.75 1 -35 35 B-1 Left Opening 1 5.75 46.75 1 293 -293 B-1 Right Opening 1 16.25 46.75 1 -451 451 B-1 Left Opening 2 24.25 46.75 1 304 -304 B-1 Right Opening 2 34.50 46.75 1 -422 422 B-1 Right Wall End 39.75 46.75 1 -94 94 B-2 Left Wall End 50.75 46.75 1 -874 874 Line C C-1 Right Opening 1 9.50 53.00 1 -95 95 C-1 Left Opening 2 22.25 53.00 1 11 -11 C-1 Right Opening 2 28.25 53.00 1 -49 49 C-1 Left Opening 3 41.00 53.00 1 58 -58 C-1 Right Opening 3 47.00 53.00 1 -2 2 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 11 16 of 34 WoodWorks®Shearwalls 3-Unit-SHEAR-TMP.wsw Aug. 24, 2023 11:22:42 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear[lbs]DiaphragmForce[lbs] [lbs][sq.ft]E-W N-S E-W:Fpx Design N-S:Fpx Design 1 92555 3082.2 12246 12246 11144 11144 11144 11144 All 92555 -12246 12246 - - - - 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 = 0.86;Ev = 0.172Dunfactored;0.120Dfactored; totaldead loadfactor:0.6-0.120 =0.480 tension, 1.0 + 0.120 = 1.120 compression. 12 17 of 34 WoodWorks®Shearwalls 3-Unit-SHEAR-TMP.wsw Aug. 24, 2023 11:22:42 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 - - 4333 - - - 260 - - 12220 - Wall1-1 2 Both - - 4333 -1.0 - 260 - - 12220 - Seg. 1 -Both 92.2 0.0 4333 -1.0 - 260 -260 12220 0.35 Seg. 2 -Both 0.0 0.0 0 -1.0 - 260 -260 - - Line 4 Ln4,Lev1 -Both - - 4238 - - - 260 - - 7930 - Wall4-1 2 Both - - 4238 -1.0 - 260 - - 7930 - Seg. 1 -Both 0.0 0.0 0 -1.0 - 260 -260 - - Seg. 2 -Both 139.0 0.0 4238 -1.0 - 260 -260 7930 0.53 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dir v vmax/vft V[lbs]Int Ext Int Ext Co C Cmb V[lbs]Ratio Line A Level 1 LnA,Lev1 -Both - - 3848 - - - 490 - - 13108 - WallA-1 1^Both - - 1079 -1.0 - 490 - - 3675 - Seg. 1 -Both 143.8 0.0 1079 -1.0 - 490 -490 3675 0.29 Seg. 2 -Both 0.0 0.0 0 -1.0 - 490 -490 - - WallA-2 1^Both - - 2769 -1.0 - 490 - - 9433 - Seg. 1 -Both 143.8 0.0 1438 -1.0 - 490 -490 4900 0.29 Seg. 2 -Both 143.8 0.0 1331 -1.0 - 490 -490 4533 0.29 Line B LnB,Lev1 -Both - - 3744 - - - 260 - - 6690 - WallB-1 2^Both - - 2398 -1.0 - 260 - - 4285 - Seg. 1 -Both 117.5 0.0 617 -.81 - 210 -210 1103 0.56 Seg. 2 -Both 145.5 0.0 1164 -1.0 - 260 -260 2080 0.56 Seg. 3 -Both 117.5 0.0 617 -.81 - 210 -210 1103 0.56 WallB-2 2^Both 145.5 - 1346 -1.0 - 260 -260 2405 0.56 Line C LnC,Lev1 -Both - - 980 - - - 260 - - 7193 - WallC-1 2 Both - - 980 -1.0 - 260 - - 7193 - Seg. 1 -Both 0.0 0.0 0 -1.0 - 260 -260 - - Seg. 2 -Both 35.4 0.0 452 -1.0 - 260 -260 3315 0.14 Seg. 3 -Both 35.4 0.0 452 -1.0 - 260 -260 3315 0.14 Seg. 4 -Both 20.4 0.0 77 -.58 - 150 -150 563 0.14 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 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. 13 18 of 34 WoodWorks®Shearwalls 3-Unit-SHEAR-TMP.wsw Aug. 24, 2023 11:22:42 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 2.13 1205 1205 LIMIT w/o 1500 0.80 1-1 L Op 1 0.00 48.88 1205 1205 LIMIT w/o 1500 0.80 Line 4 4-1 R Op 1 60.00 16.38 1821 1821 HDU5-SDS2.5645 0.32 4-1 R End 60.00 46.63 1821 1821 HDU5-SDS2.5645 0.32 Line A A-1 L End 0.12 2.00 1934 1934 HDQ8-SDS3 9230 0.21 A-1 L Op 1 7.38 2.00 1934 1934 HDQ8-SDS3 9230 0.21 A-2 L End 20.13 0.00 1918 1918 HDQ8-SDS3 9230 0.21 A-2 L Op 1 29.88 0.00 1918 1918 HDQ8-SDS3 9230 0.21 A-2 R Op 1 50.88 0.00 1922 1922 HDQ8-SDS3 9230 0.21 A-2 R End 59.88 0.00 1922 1922 HDQ8-SDS3 9230 0.21 Line B B-1 L End 0.63 46.75 1604 1604 HDU5-SDS2.5645 0.28 B-1 L Op 1 5.63 46.75 1604 1604 HDU5-SDS2.5645 0.28 B-1 R Op 1 16.38 46.75 1953 1953 HDU5-SDS2.5645 0.35 B-1 L Op 2 24.13 46.75 1953 1953 HDU5-SDS2.5645 0.35 B-1 R Op 2 34.63 46.75 1604 1604 HDU5-SDS2.5645 0.28 B-1 R End 39.63 46.75 1604 1604 HDU5-SDS2.5645 0.28 B-2 L End 50.88 46.75 1944 1944 HDU5-SDS2.5645 0.34 B-2 R End 59.88 46.75 1944 1944 HDU5-SDS2.5645 0.34 Line C C-1 R Op 1 9.63 53.00 470 470 LIMIT w/o 1500 0.31 C-1 L Op 2 22.13 53.00 470 470 LIMIT w/o 1500 0.31 C-1 R Op 2 28.38 53.00 470 470 LIMIT w/o 1500 0.31 C-1 L Op 3 40.88 53.00 470 470 LIMIT w/o 1500 0.31 C-1 R Op 3 47.13 53.00 285 285 LIMIT w/o 1500 0.19 C-1 R End 50.63 53.00 285 285 LIMIT w/o 1500 0.19 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 = 0.201x 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. 14 19 of 34 WoodWorks®Shearwalls 3-Unit-SHEAR-TMP.wsw Aug. 24, 2023 11:22:42 COLLECTORFORCES(flexibleseismicdesign) Level 1 Drag Strut Strap/Blocking Line-PositiononWall Location[ft]Force[lbs]Force[lbs] Wall orOpening X Y ---><------><--- Line 1 Shearline force 5634 5634 1-1 Left Opening 1 0.00 49.00 442 -442 Line 4 Shearline force 5510 5510 4-1 Right Opening 1 60.00 16.25 -1915 1915 Line A Shearline force 5002 5002 A-1 Left Opening 1 7.50 2.00 777 -777 A-2 Left Opening 1 30.00 0.00 771 -771 A-2 Right Opening 1 50.75 0.00 -959 959 Line B Shearline force 4867 4867 B-1 Left Wall End 0.50 46.75 -41 41 B-1 Left Opening 1 5.75 46.75 336 -336 B-1 Right Opening 1 16.25 46.75 -516 516 B-1 Left Opening 2 24.25 46.75 348 -348 B-1 Right Opening 2 34.50 46.75 -483 483 B-1 Right Wall End 39.75 46.75 -107 107 B-2 Left Wall End 50.75 46.75 -999 999 Line C Shearline force 1274 1274 C-1 Right Opening 1 9.50 53.00 -238 238 C-1 Left Opening 2 22.25 53.00 29 -29 C-1 Right Opening 2 28.25 53.00 -122 122 C-1 Left Opening 3 41.00 53.00 145 -145 C-1 Right Opening 3 47.00 53.00 -5 5 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 15 20 of 34 21 of 34 22 of 34 R1 Oct.23,202310:19 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 20.00(26.50') psf Load2 Snow Full Area 25.00(26.50') psf Self-weight Dead Full UDL 13.3 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 10.804' 10.652'0' Unfactored: Dead 2934 2934 Snow 3579 3579 Factored: Total 6513 6513 Bearing: Capacity Beam 6513 6513 Support 6689 6689 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.82 1.82 Min req'd 1.82 1.82 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 R1 Glulam-Unbal.,WestSpecies,24F-V4 DF,5-1/2"x10-1/2" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:10.81';Clearspan:10.5';Volume = 4.3cu.ft.;7laminations,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 = 137 Fv' = 305 psi fv/Fv' = 0.45 Bending(+) fb = 2031 Fb' = 2721 psi fb/Fb' = 0.75 Live Defl'n 0.20 = L/636 0.36 = L/360 in 0.57 Total Defl'n 0.45 = L/285 0.53 = L/240 in 0.84 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.986 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 6422, V design = 5275 (NDS 3.4.3.1(a)) lbs; M(+) = 17102 lbs-ft EI = 955.03e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 10.63' Le = 20.00' RB = 9.1 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). 23 of 34 R2 Oct.23,202310:21 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 20.00(22.00') psf Load2 Snow Full Area 25.00(22.00') psf Load3 Dead Full Area 20.00(3.00') psf Load4 Snow Full Area 25.00(3.00') psf Load5 Dead Full UDL 57.0 plf Self-weight Dead Full UDL 17.1 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 13.034' 12.852'0' Unfactored: Dead 3740 3740 Snow 4073 4073 Factored: Total 7813 7813 Bearing: Capacity Beam 7813 7813 Support 8025 8025 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 2.19 2.19 Min req'd 2.19 2.19 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 R2 Glulam-Unbal.,WestSpecies,24F-V4 DF,5-1/2"x13-1/2" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:13.06';Clearspan:12.688';Volume = 6.7cu.ft.;9laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 126 Fv' = 305 psi fv/Fv' = 0.41 Bending(+) fb = 1778 Fb' = 2690 psi fb/Fb' = 0.66 Live Defl'n 0.19 = L/815 0.43 = L/360 in 0.44 Total Defl'n 0.45 = L/343 0.64 = L/240 in 0.70 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.975 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 7706, V design = 6247 (NDS 3.4.3.1(a)) lbs; M(+) = 24759 lbs-ft EI = 2029.78e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 12.88' Le = 24.31' RB = 11.4 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). 24 of 34 R3 Oct.23,202310:22 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 20.00(23.00') psf Load2 Snow Full Area 25.00(23.00') psf Load3 Dead Full Area 20.00(3.00') psf Load4 Snow Full Area 25.00(3.00') psf Load5 Dead Full UDL 57.0 plf Self-weight Dead Full UDL 19.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 13.049' 12.859'0' Unfactored: Dead 3887 3887 Snow 4241 4241 Factored: Total 8128 8128 Bearing: Capacity Beam 8128 8128 Support 8348 8348 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 2.27 2.27 Min req'd 2.27 2.27 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 R3 Glulam-Unbal.,WestSpecies,24F-V4 DF,5-1/2"x15" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:13.06';Clearspan:12.688';Volume = 7.5cu.ft.;10laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 115 Fv' = 305 psi fv/Fv' = 0.38 Bending(+) fb = 1499 Fb' = 2676 psi fb/Fb' = 0.56 Live Defl'n 0.14 = < L/999 0.43 = L/360 in 0.34 Total Defl'n 0.34 = L/452 0.64 = L/240 in 0.53 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.970 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 8012, V design = 6336 (NDS 3.4.3.1(a)) lbs; M(+) = 25756 lbs-ft EI = 2784.33e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 12.88' Le = 24.69' RB = 12.1 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). 25 of 34 R4 Oct.23,202310:24 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 20.00(23.00') psf Load2 Snow Full Area 25.00(23.00') psf Load3 Dead Full Area 20.00(3.00') psf Load4 Snow Full Area 25.00(3.00') psf Load5 Dead Full UDL 57.0 plf Self-weight Dead Full UDL 19.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 15.788' 15.559'0' Unfactored: Dead 4703 4703 Snow 5131 5131 Factored: Total 9834 9834 Bearing: Capacity Beam 9834 9834 Support 10101 10101 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 2.75 2.75 Min req'd 2.75 2.75 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 R4 Glulam-Unbal.,WestSpecies,24F-V4 DF,5-1/2"x15" Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:15.81';Clearspan:15.313';Volume = 9.0cu.ft.;10laminations,5-1/2"maximumwidth, Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 145 Fv' = 305 psi fv/Fv' = 0.48 Bending(+) fb = 2194 Fb' = 2651 psi fb/Fb' = 0.83 Live Defl'n 0.31 = L/606 0.52 = L/360 in 0.59 Total Defl'n 0.73 = L/255 0.78 = L/240 in 0.94 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.961 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 9693, V design = 7993 (NDS 3.4.3.1(a)) lbs; M(+) = 37706 lbs-ft EI = 2784.33e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 15.56' Le = 29.13' RB = 13.2 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3. Glulamdesignvaluesareformaterialsconforming toANSI117-2015andmanufacturedinaccordancewithANSIA190.1-2012 4. GLULAM:bxd = actualbreadthxactualdepth. 5. GlulamBeamsshallbelaterallysupportedaccording to theprovisionsofNDSClause3.3.3. 6. GLULAM:bearinglengthbasedonsmallerof Fcp(tension), Fcp(comp'n). 26 of 34 R5 Oct.23,202310:30 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 20.00(1.00') psf Load2 Snow Full Area 25.00(1.00') psf Load3 Dead Full Area 20.00(3.00') psf Load4 Snow Full Area 25.00(3.00') psf Load5 Dead Full UDL 57.0 plf Self-weight Dead Full UDL 15.0 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 12.917' 12.875'0' Unfactored: Dead 982 982 Snow 646 646 Factored: Total 1627 1627 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.95 0.95 Support 0.89 0.89 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports R5 Timber-soft, D.Fir-L, No.2,6x12(5-1/2"x11-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:12.94';Clearspan:12.813';Volume = 5.7cu.ft.;Beamorstringer Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 33 Fv' = 195 psi fv/Fv' = 0.17 Bending(+) fb = 517 Fb' = 994 psi fb/Fb' = 0.52 Live Defl'n 0.07 = < L/999 0.43 = L/360 in 0.16 Total Defl'n 0.22 = L/690 0.64 = L/240 in 0.35 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 0.988 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 1622, V design = 1376 (NDS 3.4.3.1(a)) lbs; M(+) = 5222 lbs-ft EI = 906.17e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 12.88' Le = 23.88' RB = 10.4 Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 27 of 34 R6 Oct.23,202310:30 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 20.00(24.0") psf Load2 Snow Full Area 25.00(24.0") psf Self-weight Dead Full UDL 3.3 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6' 5.958'0' Unfactored: Dead 130 130 Snow 150 150 Factored: Total 280 280 Bearing: Capacity Joist 469 469 Support 586 586 Des ratio Joist 0.60 0.60 Support 0.48 0.48 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports R6 Lumber-soft, D.Fir-L, No.2,2x10(1-1/2"x9-1/4") Supports:All- Timber-softBeam,D.Fir-LNo.2 Roofjoistspacedat24.0"c/c; Totallength:6.0';Clearspan:5.938';Volume = 0.6cu.ft. Lateralsupport: top = continuous,bottom = atsupports;Repetitivefactor:appliedwherepermitted(refer toonlinehelp); ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 22 Fv' = 207 psi fv/Fv' = 0.11 Bending(+) fb = 232 Fb' = 1309 psi fb/Fb' = 0.18 Live Defl'n 0.01 = < L/999 0.30 = L/240 in 0.03 Total Defl'n 0.02 = < L/999 0.40 = L/180 in 0.05 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.100 - 1.15 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 278, V design = 204 (NDS 3.4.3.1(a)) lbs; M(+) = 414 lbs-ft EI = 158.29e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 28 of 34 R7 Oct.23,202310:31 Design Check CalculationSheet WoodWorksSizer2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 100.0 plf Load2 Dead Full Area 20.00(2.00') psf Load3 Snow Full Area 25.00(2.00') psf Self-weight Dead Full UDL 9.8 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and BearingLengths(in) : 6' 5.958'0' Unfactored: Dead 449 449 Snow 150 150 Factored: Total 599 599 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.35 0.35 Support 0.33 0.33 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimumbearinglengthsettingused:1/2"forendsupports R7 Timber-soft, D.Fir-L, No.2,6x8(5-1/2"x7-1/2") Supports:All- Timber-softBeam,D.Fir-LNo.2 Totallength:6.0';Clearspan:5.938';Volume = 1.7cu.ft.;Postor timber Lateralsupport: top = atsupports,bottom = atsupports; ThissectionPASSESthe designcodecheck. Analysisvs.AllowableStressand Deflection usingNDS2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 17 Fv' = 195 psi fv/Fv' = 0.09 Bending(+) fb = 206 Fb' = 862 psi fb/Fb' = 0.24 Live Defl'n 0.01 = < L/999 0.20 = L/360 in 0.03 Total Defl'n 0.03 = < L/999 0.30 = L/240 in 0.10 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 750 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICALLOADCOMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 595, V design = 466 (NDS 3.4.3.1(a)) lbs; M(+) = 887 lbs-ft EI = 251.36e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysisanddesignareinaccordancewith the ICC InternationalBuildingCode(IBC2021)and theNationalDesignSpecification(NDS2018),usingAllowableStressDesign(ASD).Designvaluesarefrom theNDSSupplement. 2.Pleaseverify that thedefaultdeflectionlimitsareappropriateforyourapplication. 3.Sawnlumberbendingmembersshallbelaterallysupportedaccording to theprovisionsofNDSClause4.4.1. 29 of 34 30 of 34 PROJECTNAME:TahomaTerraSHEET OF PROJECTNUMBER:23.074DATE:10/23/23DESIGN BY:TMP0.1PSFDeflectionL/120Height=8Ft.Height=9Ft.Height=10Ft.Height=11.83Ft.SPECIESGRADESIZENo.1216241216241216241216241302630183002243524252408157615731568114311401135410216445644564456445644564456445644564455480546254286445184968496849684968496849684968496849684968496849684962608060726053490148914870316031573152229522922286738321160211602116021160211602116021160211602116021102111000109601160221529315293152931529315293152931529315293152931529315293152931529315PSFDeflectionL/120Height=12Ft.Height=13Ft.Height=14Ft.Height=15Ft.SPECIESGRADESIZENo.1216241216241216241216241603469---455------------------------265813724337527523033270020932484216415731807154610484177155055505550555055505550555055505512555055068415455052164214891207133411869101090946---894754---47842751875187449724268136066608956824968449041783614751829910991099109910991099109910991099109910991099109910PLATEMATERIALPLATEMATERIALPlateBearingCapacityLateralPressure =Lateralpressure =LoadDurationFactorPlateBearingCapacityLoadDurationFactorRep.MemberRep.MemberBearingArea FactorCbBearingArea FactorCbFireRatedWallFireRatedWall31 of 34 32 of 34 33 of 34 34 of 34