Loading...
230499 - STAMPED CALCULATIONS (FLAT) - 12.04.232018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: RUSH RESIDENTIAL PLAN: CEDAR A SITE CRITERIA] DESIGN WIND SPEED WIND (113C) SEISMIC SITE SOIL RISK ROOF SNOW (V) EXPOSURE DESIGN CLASS. CATEGORY LOAD CATEGORY 25 PSF 97 MPH B D D II SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss <15% NONE NONE 12" 0.4658 1.2868 352 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES John Hodge, P.E. 3733 Rosedale St Suite 200 Gig Harbor, WA 98335 Phone: (253) 857-7055 PROJECT NUMBER 230499 DATE 12.04.23 SITE: 15506 BERGH CT SE YELM, WA 98597 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: J1090607 DATED 05.25.21 SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY ��` � • 'iii, 378 STER�� SS/ONALO' COPYRIGHT ©2021 HODGE ENGINEERM, INC. DO NOT ACCEPT COPY THIS DOCUMENT HAS BEEN DIGITALLY SIGNED i R WAC 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY RE REMOVED RY THE JURISDICTION TABLE OF CONTENTS Project and Site Information ........................................................................................................... -Engineering Methods Explanation ( IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner) -Wind Speed Determination - Applied Technology Council -Seismic1 Spectral Response - -Satellite Image of Building Site and Surrounding Area -Snow Load Calculation (with Normalized Ground Snow Load Chart if Over 30 psf) Lateral Analysis ................................................................................................................................ -Project Lateral Information Design Settings and Site Information -Woodworks® Shearwall Lateral Analysis - Layout and Uplift by Floor -Design Summary - Shear Wall Design and Hold Downs -Shear Results for Wind - Critical Response Summary -Shear Results for Seismic - Critical Response Summary -Simpson Strong Wall Design Criteria and Anchorage Calculations (if specified) -Plan Specific Lateral Items Gravity Load Analysis ..................................................................................................................... -Forte® Job Summary Report - List of Beams and Headers -Member Reports Individual Beams and Headers -Post Capacities Tables -Plan Specific Gravity Items Foundation ........................................................................................................................................ -1500 PSF Reinforced Concrete Pad Calculations -Continuous Concrete Footing with Stem Point Load Engineering -Restrained Retaining Walls if Present -Unrestrained Retaining Walls if Present -Plan Specific Foundation Items 1 International Building Code (IBC) 1 of 98 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner This engineering calculations package contains the lateral and gravity load engineering as noted in the engineering scope. All engineered load bearing structural members are on the full size engineering sheets. The enclosed engineering calculations document the analysis. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the Plans Examiner that the engineering was completed following the IBC. The cover sheet of the engineering specifies the engineering scope as lateral and gravityload engineering. LATERAL ENGINEERING:Lateral engineeringinvolves determining what the seismic and wind loads are according to ASCE pplying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. The structural elements are sheathing, nailing, holdowns, an connections between loaded members and shear resisting elements. Lateral load modeling was completed with Wood Works Design Office 1 (www.woodworks- software.com 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the NationalDesignSpecification(NDS) forWoodConstruction, the AllowableStressDesign (ASD) manualforengineeredwoodconstruction, WoodFrameConstructionManual (WFCM) forone-andtwo-familydwellings, and the LoadandResistanceFactorDesign (LFRD) manualforengineeredwoodconstruction. Seismic: Seismic load engineering follows the ASCE equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S1 and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model Wind: Wind load engineering follows the ASCE method for all . The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strength for each shearwall calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc. meeting the requirements of the IBC have been traced through the structure. the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered . Loads to the foundation or soil have reinforced footings where required. 2 of 98 HodgeEngineering,Inc. JohnE.HodgeP.E. 3733RosedaleSt,Suite200,GigHarbor,WA 98335 (253)857-7055 ASCE 7-16:SnowLoading Calculation Site:Parcel:22730220600,Yelm,WA 98597 Plan:CedarA–Lot 3 Job:220279 Threeresourcesfordeterminingsnowload: 1.SnowLoadAnalysis forWashington; 2nd EditionbytheStructuralEngineersAssociation ofWashington(SEAW).“Thisedition providesalargecolormap foreachhalfofthe state, with normalizedgroundsnowloadisolinesandelevationcontourstohelpreadily determinethegroundsnowloadanywhereinthestate”. 2.WABO/SEAWWhitePaper#8“GuidelinesforDeterminingSnowLoadsinWashington State”availableon www.seaw.org/publications 3.ASCE 7-16Chapter7SnowLoads GroundSnowLoad pg: (ASCE 7-16 7.2Extremevaluestatisticalanalysisusing2%annualprobability of beingexceeded) Normalizedgroundsnowload(NGSL)=0.050 LotElevation= 350ft.fromGoogleEarth 1.Groundsnowload=NGSLxelevation= 0.050*350= 18 psf= pg 2.SEAWSnowLoadAnalysis forWashingtonAppendixA= 18 psf(@340FT) RoofSnowLoad pf: ASCE 7-16 7.3Flatroofsnowload pf = 0.7CeCtIspg ASCE 7-16 7.3.1 Ce istheexposure factor= 1.0 for partiallyexposedstructure(table 7.3-1) ASCE 7-16 7.3.2 Ct isthethermalfactor= 1.1for heatedresidences(table7.3-2) ASCE 7-16 7.3.3 Is istheimportancefactor= 1.0 forresidences(table 1.5-1) ASCE 7-16 7.4Slopedroofsnowloads -noroofslopereductionCs takenunless notedotherwise ASCE 7-16 7.6 Trussedrooforslopeexceeding 7:12 –nounbalancedsnowloading pf = 0.7CeCtIpg = 0.7* 1.0*1.1* 1.0* 18 pg =14psfFlatRoofSnowLoad Minimumroofsnowload25 psf.,U.N.O.“Snowloadtobeapproved by theauthority having jurisdiction…”ASCE7-167.2 3 of 98 4 of 98 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)220279- LATERALANALYSISA.wsw May19,202214:27:52 0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 A-1 A-3 A-2 B-1 3911 1066 3534 Loads:Seismic(Qe); Forces:0.7E+0.6D;E=pQe+0.2SdsD;p(NS)=1.0;p(EW)=1.0;Sds=1.03; Flexibledistribution Verticalelementrequired C Compressionforceexists Factoredholddownforce(lbs) Factoredshearlineforce(lbs) Appliedpointloadordiscontinuousshearlineforce(lbs) Unfactoreddeadload(plf,lbs) Unfactoredappliedshearload(plf) Level1of 2 5 of 98 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)220279- LATERALANALYSISA.wsw May19,202214:27:52 0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 A-2 A-3 A-1 A-5 A-4 2864 2623 Loads:Seismic(Qe); Forces:0.7E+0.6D;E=pQe+0.2SdsD;p(NS)=1.0;p(EW)=1.0;Sds=1.03; Flexibledistribution Verticalelementrequired C Compressionforceexists Factoredholddownforce(lbs) Factoredshearlineforce(lbs) Appliedpointloadordiscontinuousshearlineforce(lbs) Unfactoreddeadload(plf,lbs) Unfactoredappliedshearload(plf) Level2of 2 6 of 98 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)220279- LATERALANALYSISA.wsw May19,202214:27:52 0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 A-1 A-3 A-2 B-1 3505 3505 21352135 27572757 Loads:DirectionalCase1Wind(W); Forces:0.6W+0.6D; Flexibledistribution Verticalelementrequired C Compressionforceexists Factoredholddownforce(lbs) Factoredshearlineforce(lbs) Appliedpointloadordiscontinuousshearlineforce(lbs) Unfactoredupliftwindload(plf,lbs) Unfactoreddeadload(plf,lbs) Unfactoredappliedshearload(plf) Level1of 2 7 of 98 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)220279- LATERALANALYSISA.wsw May19,202214:27:52 0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 A-2 A-3 A-1 A-5 A-4 2099 2099 16501650 Loads:DirectionalCase1Wind(W); Forces:0.6W+0.6D; Flexibledistribution Verticalelementrequired C Compressionforceexists Factoredholddownforce(lbs) Factoredshearlineforce(lbs) Appliedpointloadordiscontinuousshearlineforce(lbs) Unfactoredupliftwindload(plf,lbs) Unfactoreddeadload(plf,lbs) Unfactoredappliedshearload(plf) Level2of 2 8 of 98 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls2019(Update3) 220279-LATERALANALYSISA.wsw May.19,202214:28:40 Project Information COMPANYANDPROJECT INFORMATION Company Project Exposure B Seismic Category D 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 1.60 Temperature Range T<=100F MoistureContent Fabrication Service 19% (<=19%)10% (<=19%) MaxShearwallOffset[ft] Plan (withinstory) 6.00 Elevation (betweenstories) 4.75 MaximumHeight-to-widthRatio Woodpanels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignorenon-wood-panelshearresistancecontribution... Wind Seismic when comb'd w/ wood panels Always Forcesbasedon... Hold-downs Applied loads Dragstruts Applied loads Shearwallrelativerigidity:Wall capacity PerforatedshearwallCofactor:SDPWS Table 4.3.3.5 Non-identical materialsandconstructionontheshearline:Notallowed DeflectionEquation:4-term from SDPWS C4.3.2-1 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 97mph Exposure Exposure B Enclosure Enclosed StructureType Irregular BuildingSystem Bearing Wall DesignCategory D SiteClass D Topographic Information[ft] Shape - Height - Length - SiteLocation: - Elev: 350ft Rigid building - Static analysis SpectralResponseAcceleration S1:0.470g Ss:1.290g FundamentalPeriod E-W N-S TUsed 0.208s 0.208s ApproximateTa 0.208s 0.208s Maximum T 0.291s 0.291s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.83Case 2 N-S loadsE-Wloads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16psf 8 psf ServiceabilityWindSpeed 82mph 1 9 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA.wsw May. 19, 2022 14:28:40 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Lengthsubjectto Bolt Elev[ft]Depth[in]Height[ft]shrinkage[in]length[in] Ceiling 21.29 0.0 Level2 13.29 1'-6.0 8.00 21.8 22.5 Level1 2.79 9.5 9.00 13.2 14.0 Foundation 2.00 BLOCKandROOF INFORMATION Block RoofPanels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story E-W Ridge LocationX,Y =-0.14 5.25 North Side 22.6 1.00 ExtentX,Y =40.14 39.75 South Side 22.6 1.00 RidgeYLocation,Offset 25.13 0.00 East Gable 90.0 1.00 RidgeElevation,Height 29.56 8.27 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =29.50 3.50 North Joined 157.4 1.00 ExtentX,Y =8.25 1.75 South Gable 90.0 1.00 RidgeXLocation,Offset 33.63 0.00 East Side 33.7 1.00 RidgeElevation,Height 24.04 2.75 West Side 33.7 1.00 Block 3 2 Story N-S Ridge LocationX,Y =0.14 2.50 North Joined 157.4 1.00 ExtentX,Y =20.00 2.75 South Gable 90.0 1.00 RidgeXLocation,Offset 10.14 0.00 East Side 33.7 1.00 RidgeElevation,Height 27.96 6.67 West Side 33.7 1.00 Block 4 1 Story E-W Ridge LocationX,Y =0.00 0.00 North Side 90.0 1.00 ExtentX,Y =20.00 2.75 South Side 26.2 1.00 RidgeYLocation,Offset 2.75 1.38 East Gable 90.0 1.00 RidgeElevation,Height 14.64 1.35 West Gable 90.0 1.00 Block 5 1 Story E-W Ridge LocationX,Y =27.00 2.00 North Side 90.0 1.00 ExtentX,Y =13.25 2.00 South Side 26.2 1.00 RidgeYLocation,Offset 4.00 1.00 East Gable 90.0 1.00 RidgeElevation,Height 14.28 0.98 West Gable 90.0 1.00 Block 7 1 Story N-S Ridge LocationX,Y =15.25 45.00 North Gable 90.0 1.00 ExtentX,Y =11.75 11.75 South Joined 90.0 1.00 RidgeXLocation,Offset 21.13 0.00 East Side 30.0 1.00 RidgeElevation,Height 24.68 3.39 West Side 30.0 1.00 2 10 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA.wsw May. 19, 2022 14:28:40 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply OrGvtv Size Type Df Eg Fd Bk Notes inin lbs/in inin 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Nail N 3 12 Y 1,3 2 Ext StructShOSB 24/167/16--Vert 83500 8d NailN612Y 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 ininin psi^6 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem-Fir Stud 1.505.50 16 0.43 1.20 3 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 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 11 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA.wsw May. 19, 2022 14:28:40 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 2 0.00 3.75 45.00 41.25 32.50 - 8.00 Wall 1-1 Seg2 0.00 3.75 45.00 41.25 32.50 - - Segment 1 -- 3.75 22.00 18.25 - 0.44 - Opening 1 --22.00 24.50 2.50 - - 8.00 Segment 2 --24.50 30.25 5.75 - 1.39 - Opening 2 --30.25 32.25 2.00 - - 8.00 Segment 3 --32.25 40.75 8.50 - 0.94 - Opening 3 --40.75 42.75 2.00 - - 8.00 Segment 4 --42.75 45.00 2.25 - 3.56 - Level 1 Line 1 2 0.00 0.00 45.00 45.00 39.00 - 9.00 Wall 1-1 Seg2 0.00 0.00 45.00 45.00 39.00 - - Segment 1 -- 0.00 29.75 29.75 - 0.30 - Opening 1 --29.75 31.75 2.00 - - 9.00 Segment 2 --31.75 41.00 9.25 - 0.97 - Opening 2 --41.00 43.00 2.00 - - 9.00 Segment 3 --43.00 45.00 2.00 - 4.50 - Line 2 Level 2 Line 2 NSW 8.50 2.50 3.75 1.25 0.00 - 8.00 Wall 2-1 NSW 8.50 2.50 3.75 1.25 0.00 1.00 - Line 3 Level 2 Line 3 NSW 20.00 0.00 5.25 5.25 0.00 - 8.00 Wall 3-1 NSW 20.00 2.50 5.25 2.75 0.00 1.00 - Level 1 Line 3 NSW 20.00 0.00 5.25 5.25 0.00 - 9.00 Wall 3-1 NSW 20.00 0.00 5.25 5.25 0.00 1.00 - Line 4 Level 2 Line 4 NSW 26.75 2.25 5.25 3.00 0.00 - 8.00 Wall 4-1 NSW 29.75 3.50 5.25 1.75 0.00 1.00 - Level 1 Line 4 NSW 26.75 2.25 5.25 3.00 0.00 - 9.00 Wall 4-1 NSW 26.75 2.25 5.25 3.00 0.00 1.00 - Line 5 Level 2 Line 5 2 40.00 5.25 45.00 39.75 37.25 - 8.00 Wall 5-1 NSW 37.25 3.50 5.25 1.75 0.00 1.00 - Wall 5-2 Seg2 40.00 5.25 45.00 39.75 37.25 - - Segment 1 -- 5.25 24.00 18.75 - 0.43 - Opening 1 --24.00 26.50 2.50 - - 8.00 Segment 2 --26.50 45.00 18.50 - 0.43 - Level 1 Line 5 2 40.00 2.25 45.00 42.75 37.75 - 9.00 Wall 5-1 Seg2 40.00 2.25 45.00 42.75 37.75 - - Segment 1 -- 2.25 30.25 28.00 - 0.32 - Opening 1 --30.25 32.75 2.50 - - 9.00 Segment 2 --32.75 36.75 4.00 - 2.25 - Opening 2 --36.75 39.25 2.50 - - 9.00 Segment 3 --39.25 45.00 5.75 - 1.57 - 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 1 3.93 8.50 40.00 31.50 13.25 - 8.00 Wall A-1 NSW 3.75 0.00 8.50 8.50 0.00 - - Segment 1 -- 0.00 2.25 2.25 - - - Opening 1 -- 2.25 6.25 4.00 - - 8.00 Segment 2 -- 6.25 8.50 2.25 - - - Wall A-2 Seg1 2.50 8.50 20.00 11.50 6.25 - - Segment 1 -- 8.50 11.50 3.00 - 2.67 - Opening 1 --11.50 16.75 5.25 - - 8.00 Segment 2 --16.75 20.00 3.25 - 2.46 - Wall A-3 Seg1 5.25 20.00 29.75 9.75 4.25 - - Segment 1 --20.00 21.25 1.25 - 6.40 - Opening 1 --21.25 25.50 4.25 --8.00 4 12 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA.wsw May. 19, 2022 14:28:40 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Segment 2 --25.50 29.75 4.25 -1.88 - Wall A-4 NSW 3.50 29.75 37.25 7.50 0.00 - - Segment 1 --29.75 31.50 1.75 - - - Opening 1 --31.50 35.75 4.25 - - 8.00 Segment 2 --35.75 37.25 1.50 - - - Wall A-5 Seg1 5.25 37.25 40.00 2.75 2.75 2.91 - Level 1 Line A 1 0.90 0.00 40.00 40.00 14.25 - 9.00 Wall A-1 Seg1 0.00 0.00 20.00 20.00 6.75 - - Segment 1 -- 0.00 3.25 3.25 - 2.77 - Opening 1 -- 3.25 16.50 13.25 - - 9.00 Segment 2 --16.50 20.00 3.50 - 2.57 - Wall A-2 NSW 5.25 20.00 26.75 6.75 0.00 - - Segment 1 --20.00 21.50 1.50 - - - Opening 1 --21.50 25.50 4.00 - - 9.00 Segment 2 --25.50 26.75 1.25 - - - Wall A-3 Seg1 2.25 26.75 40.00 13.25 7.50 - - Segment 1 --26.75 30.50 3.75 - 2.40 - Opening 1 --30.50 36.25 5.75 - - 9.00 Segment 2 --36.25 40.00 3.75 - 2.40 - Line B Level 1 Line B Seg2 27.00 0.00 40.00 40.00 12.00 - 9.00 Wall B-1 Seg2 27.00 0.00 12.00 12.00 12.00 0.75 - Line C Level 2 Line C 2 45.00 0.00 40.00 40.00 23.00 - 8.00 Wall C-1 Seg2 45.00 0.00 40.00 40.00 23.00 - - Segment 1 -- 0.00 4.00 4.00 - 2.00 - Opening 1 -- 4.00 11.00 7.00 - - 8.00 Segment 2 --11.00 15.50 4.50 - 1.78 - Opening 2 --15.50 20.50 5.00 - - 8.00 Segment 3 --20.50 30.75 10.25 - 0.78 - Opening 3 --30.75 35.75 5.00 - - 8.00 Segment 4 --35.75 40.00 4.25 - 1.88 - Level 1 Line C 3 45.00 0.00 40.00 40.00 18.50 - 9.00 Wall C-1 Seg3 45.00 0.00 40.00 40.00 18.50 - - Segment 1 -- 0.00 4.00 4.00 - 2.25 - Opening 1 -- 4.00 13.50 9.50 - - 9.00 Segment 2 --13.50 18.25 4.75 - 1.89 - Opening 2 --18.25 26.25 8.00 - - 9.00 Segment 3 --26.25 30.75 4.50 - 2.00 - Opening 3 --30.75 34.75 4.00 - - 9.00 Segment 4 --34.75 40.00 5.25 - 1.71 - 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 13 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA.wsw May. 19, 2022 14:28:40 Design Summary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. ComponentsandCladdingWindLoads,Out-of-planeSheathing Allshearwallshavesufficient designcapacity. ComponentsandCladdingWindLoads,NailWithdrawal Allshearwallshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. HOLDDOWNDESIGN WindLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. Refer to theDeflection table forpossibleissuesregarding fastenerslippage(SDPWSTableC4.2.2D) forwalls thatotherwisepass. 6 14 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA.wsw May. 19, 2022 14:28:40 Flexible DiaphragmWind Design ASCE7 Directional (All Heights)Loads SHEARRESULTS N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dirvvmax/vft V[lbs]Int Ext Int ExtCoCCmbV [lbs]Ratio Line 1 Level 2 Ln1,Lev2- Both - - 1645 - - - 339 - - 11002 - Wall1-12Both - - 1645 -1.0 - 339 - - 11002 - Seg. 1- Both 50.60.0924 -1.0 - 339 -3396178 0.15 Seg. 2- Both 50.60.0291 -1.0 - 339 -3391946 0.15 Seg. 3- Both 50.60.0430 -1.0 - 339 -3392877 0.15 Seg. 4- Both 0.00.00 -1.0 - 339 -339 - - Level 1 Ln1,Lev1- Both - - 3854 - - - 339 - - 13202 - Wall1-12Both - - 3854 -1.0 - 339 - - 13202 - Seg. 1- Both 98.80.02940 -1.0 - 339 -33910071 0.29 Seg. 2- Both 98.80.0914 -1.0 - 339 -3393131 0.29 Seg. 3- Both 0.00.00 -1.0 - 339 -339 - - Line 5 Level 2 Ln5,Lev2- Both - - 1628 - - - 339 - - 12610 - Wall5-22Both - - 1628 -1.0 - 339 - - 12610 - Seg. 1- Both 43.70.0820 -1.0 - 339 -3396347 0.13 Seg. 2- Both 43.70.0809 -1.0 - 339 -3396263 0.13 Level 1 Ln5,Lev1- Both - - 3805 - - - 339 - - 12629 - Wall5-12Both - - 3805 -1.0 - 339 - - 12629 - Seg. 1- Both102.00.02856 -1.0 - 339 -3399479 0.30 Seg. 2- Both 90.70.0363 -.89 - 301 -3011204 0.30 Seg. 3- Both102.00.0586 -1.0 - 339 -3391946 0.30 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dirvvmax/vft V[lbs]Int Ext Int ExtCoCCmbV [lbs]Ratio Line A Level 2 LnA,Lev2- Both - - 2099 - - - 638 - - 7038 - WallA-21Both - - 931 -1.0 - 638 - - 3120 - Seg. 1- Both142.70.0428 -.75 - 478 -4781435 0.30 Seg. 2- Both154.60.0503 -.81 - 518 -5181685 0.30 WallA-31Both - - 809 -1.0 - 638 - - 2711 - Seg. 1- Both 0.00.00 -1.0 - 638 -638 - - Seg. 2- Both190.30.0809 -1.0 - 638 -6382711 0.30 WallA-51Both130.8 - 360 -.69 - 638 -4391206 0.30 Level 1 LnA,Lev1- Both - - 3505 - - - 638 - - 7222 - WallA-11Both - - 1570 -1.0 - 638 - - 3234 - Seg. 1- Both223.60.0727 -.72 - 461 -4611497 0.49 Seg. 2- Both240.90.0843 -.78 - 496 -4961737 0.49 WallA-31Both - - 1935 -1.0 - 638 - - 3987 - Seg. 1- Both258.10.0968 -.83 - 532 -5321994 0.49 Seg. 2- Both258.10.0968 -.83 - 532 -5321994 0.49 Line B LnB,Lev1- Both - - 2135 - - - 339 - - 4062 - WallB-12^Both177.9 - 2135 -1.0 - 339 -3394062 0.53 Line C Level 2 LnC,Lev2- Both - - 1650 - - - 339 - - 7786 - WallC-12Both - - 1650 -1.0 - 339 - - 7786 - Seg. 1- Both 71.70.0287 -1.0 - 339 -3391354 0.21 Seg. 2- Both 71.70.0323 -1.0 - 339 -3391523 0.21 Seg. 3- Both 71.70.0735 -1.0 - 339 -3393470 0.21 Seg. 4- Both 71.70.0305 -1.0 - 339 -3391439 0.21 Level 1 LnC,Lev1- Both - - 2757 - - - 495 - - 8933 - WallC-13Both - - 2757 -1.0 - 495 - - 8933 - Seg. 1- Both135.70.0543 -.89 - 440 -4401759 0.31 Seg. 2- Both152.70.0725 -1.0 - 495 -4952350 0.31 Seg. 3- Both152.70.0687 -1.0 - 495 -4952226 0.31 Seg. 4 -Both 152.7 0.0 802 - 1.0 - 495 - 495 2597 0.31 7 15 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA.wsw May. 19, 2022 14:28:40 SHEARRESULTS(flexiblewinddesign,continued) 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 fromSDPWSTable4.3.3.5. 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. 8 16 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA.wsw May. 19, 2022 14:28:40 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 38859 1647.5 7839 7839 5614 5614 5614 5614 1 37700 1734.8 4316 4316 5447 5447 5447 5447 All 76559 -12155 12155 - - - - 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 = 1.03;Ev = 0.206Dunfactored;0.144Dfactored; totaldead loadfactor:0.6-0.144 =0.456 tension, 1.0 + 0.144 = 1.144 compression. 9 17 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA.wsw May. 19, 2022 14:28:40 SHEARRESULTS(flexibleseismicdesign) N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dirvvmax/vft V[lbs]Int Ext Int ExtCoCCmbV [lbs]Ratio Line 1 Level 2 Ln1,Lev2- Both - - 2790 - - - 242 - - 7859 - Wall1-12Both - - 2790 -1.0 - 242 - - 7859 - Seg. 1- Both 85.80.01567 -1.0 - 242 -2424413 0.36 Seg. 2- Both 85.80.0494 -1.0 - 242 -2421390 0.36 Seg. 3- Both 85.80.0730 -1.0 - 242 -2422055 0.36 Seg. 4- Both 0.00.00 -1.0 - 242 -242 - - Level 1 Ln1,Lev1- Both - - 4322 - - - 242 - - 9430 - Wall1-12Both - - 4322 -1.0 - 242 - - 9430 - Seg. 1- Both110.80.03297 -1.0 - 242 -2427194 0.46 Seg. 2- Both110.80.01025 -1.0 - 242 -2422237 0.46 Seg. 3- Both 0.00.00 -1.0 - 242 -242 - - Line 5 Level 2 Ln5,Lev2- Both - - 2697 - - - 242 - - 9007 - Wall5-22Both - - 2697 -1.0 - 242 - - 9007 - Seg. 1- Both 72.40.01358 -1.0 - 242 -2424534 0.30 Seg. 2- Both 72.40.01340 -1.0 - 242 -2424473 0.30 Level 1 Ln5,Lev1- Both - - 4186 - - - 242 - - 9020 - Wall5-12Both - - 4186 -1.0 - 242 - - 9020 - Seg. 1- Both112.20.03142 -1.0 - 242 -2426770 0.46 Seg. 2- Both 99.70.0399 -.89 - 215 -215860 0.46 Seg. 3- Both112.20.0645 -1.0 - 242 -2421390 0.46 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dirvvmax/vft V[lbs]Int Ext Int ExtCoCCmbV [lbs]Ratio Line A Level 2 LnA,Lev2- Both - - 2864 - - - 456 - - 5027 - WallA-21Both - - 1270 -1.0 - 456 - - 2229 - Seg. 1- Both194.70.0584 -.75 - 342 -3421025 0.57 Seg. 2- Both210.90.0686 -.81 - 370 -3701203 0.57 WallA-31Both - - 1103 -1.0 - 456 - - 1937 - Seg. 1- Both 0.00.00 -1.0 - 456 -456 - - Seg. 2- Both259.60.01103 -1.0 - 456 -4561937 0.57 WallA-51Both178.5 - 491 -.69 - 456 -313862 0.57 Level 1 LnA,Lev1- Both - - 3911 - - - 456 - - 5158 - WallA-11^Both - - 1751 -1.0 - 456 - - 2310 - Seg. 1- Both249.50.0811 -.72 - 329 -3291070 0.76 Seg. 2- Both268.70.0940 -.78 - 354 -3541241 0.76 WallA-31^Both - - 2159 -1.0 - 456 - - 2848 - Seg. 1- Both287.90.01080 -.83 - 380 -3801424 0.76 Seg. 2- Both287.90.01080 -.83 - 380 -3801424 0.76 Line B LnB,Lev1- Both - - 1066 - - - 242 - - 2902 - WallB-12Both 88.8 - 1066 -1.0 - 242 -2422902 0.37 Line C Level 2 LnC,Lev2- Both - - 2623 - - - 242 - - 5561 - WallC-12Both - - 2623 -1.0 - 242 - - 5561 - Seg. 1- Both114.10.0456 -1.0 - 242 -242967 0.47 Seg. 2- Both114.10.0513 -1.0 - 242 -2421088 0.47 Seg. 3- Both114.10.01169 -1.0 - 242 -2422478 0.47 Seg. 4- Both114.10.0485 -1.0 - 242 -2421028 0.47 Level 1 LnC,Lev1- Both - - 3534 - - - 353 - - 6381 - WallC-13^Both - - 3534 -1.0 - 353 - - 6381 - Seg. 1- Both174.00.0696 -.89 - 314 -3141257 0.55 Seg. 2- Both195.70.0930 -1.0 - 353 -3531679 0.55 Seg. 3- Both195.70.0881 -1.0 - 353 -3531590 0.55 Seg. 4- Both195.70.01028 -1.0 - 353 -3531855 0.55 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables,where it showsassociatedStandardWall."^"means that thiswall is criticalforallwalls in theStandardWallgroup. ForDir–Directionofseismic forcealongshearline. 10 18 of 98 WoodWorks®Shearwalls 220279-LATERAL ANALYSIS A.wsw May. 19, 2022 14:28:40 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 fromSDPWSTable4.3.3.5. 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. 11 19 of 98 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)220279- LATERALANALYSISA3CAR.wsw July19,202111:07:17 -10'-7.5'-5'-2.5'0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 A-2 A-4 A-3 B-2 B-1 A-1 4254 1370 3657 Loads:Seismic(Qe); Forces:0.7E+0.6D;E=pQe+0.2SdsD;p(NS)=1.0;p(EW)=1.0;Sds=1.03; Flexibledistribution Verticalelementrequired C Compressionforceexists Factoredholddownforce(lbs) Factoredshearlineforce(lbs) Appliedpointloadordiscontinuousshearlineforce(lbs) Unfactoreddeadload(plf,lbs) Unfactoredappliedshearload(plf) Level1of 2 20 of 98 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)220279- LATERALANALYSISA3CAR.wsw July19,202111:07:17 -10'-7.5'-5'-2.5'0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 A-2 A-3 A-1 A-5 A-42925 2679 Loads:Seismic(Qe); Forces:0.7E+0.6D;E=pQe+0.2SdsD;p(NS)=1.0;p(EW)=1.0;Sds=1.03; Flexibledistribution Verticalelementrequired C Compressionforceexists Factoredholddownforce(lbs) Factoredshearlineforce(lbs) Appliedpointloadordiscontinuousshearlineforce(lbs) Unfactoreddeadload(plf,lbs) Unfactoredappliedshearload(plf) Level2of 2 21 of 98 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)220279- LATERALANALYSISA3CAR.wsw July19,202111:07:17 -10'-7.5'-5'-2.5'0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 A-2 A-4 A-3 B-2 B-1 A-1 34843484 2252 2252 28112811 Loads:DirectionalCase1Wind(W); Forces:0.6W+0.6D; Flexibledistribution Verticalelementrequired C Compressionforceexists Factoredholddownforce(lbs) Factoredshearlineforce(lbs) Appliedpointloadordiscontinuousshearlineforce(lbs) Unfactoredupliftwindload(plf,lbs) Unfactoreddeadload(plf,lbs) Unfactoredappliedshearload(plf) Level1of 2 22 of 98 WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls2019(Update3)220279- LATERALANALYSISA3CAR.wsw July19,202111:07:17 -10'-7.5'-5'-2.5'0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 A-2 A-3 A-1 A-5 A-4 1981 1981 16111611 Loads:DirectionalCase1Wind(W); Forces:0.6W+0.6D; Flexibledistribution Verticalelementrequired C Compressionforceexists Factoredholddownforce(lbs) Factoredshearlineforce(lbs) Appliedpointloadordiscontinuousshearlineforce(lbs) Unfactoredupliftwindload(plf,lbs) Unfactoreddeadload(plf,lbs) Unfactoredappliedshearload(plf) Level2of 2 23 of 98 WoodWorks®Shearwalls SOFTWAREFORWOOD DESIGN WoodWorks®Shearwalls2019(Update3) 220279-LATERALANALYSISA3 CAR.wsw May.19,202214:26:26 Project Information COMPANYANDPROJECT INFORMATION Company Project Exposure B Seismic Category D 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 1.60 Temperature Range T<=100F MoistureContent Fabrication Service 19% (<=19%)10% (<=19%) MaxShearwallOffset[ft] Plan (withinstory) 6.00 Elevation (betweenstories) 4.75 MaximumHeight-to-widthRatio Woodpanels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignorenon-wood-panelshearresistancecontribution... Wind Seismic when comb'd w/ wood panels Always Forcesbasedon... Hold-downs Applied loads Dragstruts Applied loads Shearwallrelativerigidity:Wall capacity PerforatedshearwallCofactor:SDPWS Table 4.3.3.5 Non-identical materialsandconstructionontheshearline:Notallowed DeflectionEquation:4-term from SDPWS C4.3.2-1 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 97mph Exposure Exposure B Enclosure Enclosed StructureType Irregular BuildingSystem Bearing Wall DesignCategory D SiteClass D Topographic Information[ft] Shape - Height - Length - SiteLocation: - Elev: 350ft Rigid building - Static analysis SpectralResponseAcceleration S1:0.465g Ss:1.286g FundamentalPeriod E-W N-S TUsed 0.208s 0.208s ApproximateTa 0.208s 0.208s Maximum T 0.291s 0.291s ResponseFactor R 6.50 6.50 Fa:1.20 Fv:1.83Case 2 N-S loadsE-Wloads Eccentricity(%)15 15 Loadedat 75% MinWindLoads:Walls Roofs 16psf 8 psf ServiceabilityWindSpeed 82mph 1 24 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA 3 CAR.wsw May. 19, 2022 14:26:26 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Lengthsubjectto Bolt Elev[ft]Depth[in]Height[ft]shrinkage[in]length[in] Ceiling 21.29 0.0 Level2 13.29 1'-6.0 8.00 21.8 22.5 Level1 2.79 9.5 9.00 13.2 14.0 Foundation 2.00 BLOCKandROOF INFORMATION Block RoofPanels Dimensions[ft]Face Type Slope Overhang[ft] Block 1 2 Story E-W Ridge LocationX,Y =-0.14 5.25 North Side 22.6 1.00 ExtentX,Y =40.14 39.75 South Side 22.6 1.00 RidgeYLocation,Offset 25.13 0.00 East Gable 90.0 1.00 RidgeElevation,Height 29.56 8.27 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge LocationX,Y =29.50 3.50 North Joined 157.4 1.00 ExtentX,Y =8.25 1.75 South Gable 90.0 1.00 RidgeXLocation,Offset 33.63 0.00 East Side 33.7 1.00 RidgeElevation,Height 24.04 2.75 West Side 33.7 1.00 Block 3 2 Story N-S Ridge LocationX,Y =0.14 2.50 North Joined 157.4 1.00 ExtentX,Y =20.00 2.75 South Gable 90.0 1.00 RidgeXLocation,Offset 10.14 0.00 East Side 33.7 1.00 RidgeElevation,Height 27.96 6.67 West Side 33.7 1.00 Block 4 1 Story E-W Ridge LocationX,Y =0.00 0.00 North Side 90.0 1.00 ExtentX,Y =20.00 2.75 South Side 26.2 1.00 RidgeYLocation,Offset 2.75 1.38 East Gable 90.0 1.00 RidgeElevation,Height 14.64 1.35 West Gable 90.0 1.00 Block 5 1 Story E-W Ridge LocationX,Y =27.00 2.00 North Side 90.0 1.00 ExtentX,Y =13.25 2.00 South Side 26.2 1.00 RidgeYLocation,Offset 4.00 1.00 East Gable 90.0 1.00 RidgeElevation,Height 14.28 0.98 West Gable 90.0 1.00 Block 6 1 Story E-W Ridge LocationX,Y =-10.25 2.00 North Side 22.6 1.00 ExtentX,Y =10.11 21.00 South Side 22.6 1.00 RidgeYLocation,Offset 12.50 0.00 East Joined 90.0 1.00 RidgeElevation,Height 25.66 4.37 West Gable 90.0 0.78 Block 7 1 Story N-S Ridge LocationX,Y =15.25 45.00 North Gable 90.0 1.00 ExtentX,Y =11.75 11.75 South Joined 90.0 1.00 RidgeXLocation,Offset 21.13 0.00 East Side 30.0 1.00 RidgeElevation,Height 24.68 3.39 West Side 30.0 1.00 2 25 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA 3 CAR.wsw May. 19, 2022 14:26:26 SHEATHINGMATERIALSbyWALLGROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply OrGvtv Size Type Df Eg Fd Bk Notes inin lbs/in inin 1 Ext StructShOSB 24/16 7/16 --Vert 83500 8d Nail N 3 12 Y 1,3 2 Ext StructShOSB 24/167/16--Vert 83500 8d NailN612Y 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 ininin psi^6 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem-Fir Stud 1.505.50 16 0.43 1.20 3 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 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 26 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA 3 CAR.wsw May. 19, 2022 14:26:26 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 Seg2 -10.00 2.00 22.75 20.75 20.75 - 9.00 Wall 1-1 Seg2 -10.00 2.00 22.75 20.75 20.75 0.43 - Line 2 Level 2 Line 2 2 0.00 3.75 45.00 41.25 32.50 - 8.00 Wall 2-1 Seg2 0.00 3.75 45.00 41.25 32.50 - - Segment 1 -- 3.75 22.00 18.25 - 0.44 - Opening 1 --22.00 24.50 2.50 - - 8.00 Segment 2 --24.50 30.25 5.75 - 1.39 - Opening 2 --30.25 32.25 2.00 - - 8.00 Segment 3 --32.25 40.75 8.50 - 0.94 - Opening 3 --40.75 42.75 2.00 - - 8.00 Segment 4 --42.75 45.00 2.25 - 3.56 - Level 1 Line 2 3 0.00 2.00 45.00 43.00 16.25 - 9.00 Wall 2-1 NSW 0.00 0.00 2.00 2.00 0.00 1.00 - Wall 2-2 Seg3 0.00 22.75 45.00 22.25 16.25 - - Segment 1 --22.75 29.75 7.00 - 1.29 - Opening 1 --29.75 31.75 2.00 - - 9.00 Segment 2 --31.75 41.00 9.25 - 0.97 - Opening 2 --41.00 43.00 2.00 - - 9.00 Segment 3 --43.00 45.00 2.00 - 4.50 - Line 3 Level 2 Line 3 NSW 8.50 2.50 3.75 1.25 0.00 - 8.00 Wall 3-1 NSW 8.50 2.50 3.75 1.25 0.00 1.00 - Line 4 Level 2 Line 4 NSW 20.00 0.00 5.25 5.25 0.00 - 8.00 Wall 4-1 NSW 20.00 2.50 5.25 2.75 0.00 1.00 - Level 1 Line 4 NSW 20.00 0.00 5.25 5.25 0.00 - 9.00 Wall 4-1 NSW 20.00 0.00 5.25 5.25 0.00 1.00 - Line 5 Level 2 Line 5 NSW 26.75 2.25 5.25 3.00 0.00 - 8.00 Wall 5-1 NSW 29.75 3.50 5.25 1.75 0.00 1.00 - Level 1 Line 5 NSW 26.75 2.25 5.25 3.00 0.00 - 9.00 Wall 5-1 NSW 26.75 2.25 5.25 3.00 0.00 1.00 - Line 6 Level 2 Line 6 2 40.00 5.25 45.00 39.75 37.25 - 8.00 Wall 6-1 NSW 37.25 3.50 5.25 1.75 0.00 1.00 - Wall 6-2 Seg2 40.00 5.25 45.00 39.75 37.25 - - Segment 1 -- 5.25 24.00 18.75 - 0.43 - Opening 1 --24.00 26.50 2.50 - - 8.00 Segment 2 --26.50 45.00 18.50 - 0.43 - Level 1 Line 6 2 40.00 2.25 45.00 42.75 37.75 - 9.00 Wall 6-1 Seg2 40.00 2.25 45.00 42.75 37.75 - - Segment 1 -- 2.25 30.25 28.00 - 0.32 - Opening 1 --30.25 32.75 2.50 - - 9.00 Segment 2 --32.75 36.75 4.00 - 2.25 - Opening 2 --36.75 39.25 2.50 - - 9.00 Segment 3 --39.25 45.00 5.75 - 1.57 - 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 1 3.93 8.50 40.00 31.50 13.25 - 8.00 Wall A-1 NSW 3.75 0.00 8.50 8.50 0.00 - - Segment 1 -- 0.00 2.25 2.25 - - - Opening 1 -- 2.25 6.25 4.00 - - 8.00 Segment 2 -- 6.25 8.50 2.25 - - - Wall A-2 Seg1 2.50 8.50 20.00 11.50 6.25 - - Segment 1 --8.50 11.50 3.00 -2.67 - 4 27 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA 3 CAR.wsw May. 19, 2022 14:26:26 SHEARLINE,WALLandOPENINGDIMENSIONS(continued) Opening 1 --11.50 16.75 5.25 --8.00 Segment 2 --16.75 20.00 3.25 - 2.46 - Wall A-3 Seg1 5.25 20.00 29.75 9.75 4.25 - - Segment 1 --20.00 21.25 1.25 - 6.40 - Opening 1 --21.25 25.50 4.25 - - 8.00 Segment 2 --25.50 29.75 4.25 - 1.88 - Wall A-4 NSW 3.50 29.75 37.25 7.50 0.00 - - Segment 1 --29.75 31.50 1.75 - - - Opening 1 --31.50 35.75 4.25 - - 8.00 Segment 2 --35.75 37.25 1.50 - - - Wall A-5 Seg1 5.25 37.25 40.00 2.75 2.75 2.91 - Level 1 Line A 1 0.90 0.00 40.00 40.00 14.25 - 9.00 Wall A-1 NSW 2.00 -10.00 0.00 10.00 0.00 - - Segment 1 ---10.00 -8.50 1.50 - - - Opening 1 ---8.50 -1.50 7.00 - - 8.00 Segment 2 ---1.50 0.00 1.50 - - - Wall A-2 Seg1 0.00 0.00 20.00 20.00 6.75 - - Segment 1 -- 0.00 3.25 3.25 - 2.77 - Opening 1 -- 3.25 16.50 13.25 - - 9.00 Segment 2 --16.50 20.00 3.50 - 2.57 - Wall A-3 NSW 5.25 20.00 26.75 6.75 0.00 - - Segment 1 --20.00 21.50 1.50 - - - Opening 1 --21.50 25.50 4.00 - - 9.00 Segment 2 --25.50 26.75 1.25 - - - Wall A-4 Seg1 2.25 26.75 40.00 13.25 7.50 - - Segment 1 --26.75 30.50 3.75 - 2.40 - Opening 1 --30.50 36.25 5.75 - - 9.00 Segment 2 --36.25 40.00 3.75 - 2.40 - Line B Level 1 Line B 2 25.07 -10.00 40.00 50.00 22.00 - 9.00 Wall B-1 Seg2 22.75 -10.00 0.00 10.00 10.00 0.90 - Wall B-2 Seg2 27.00 0.00 12.00 12.00 12.00 0.75 - Line C Level 2 Line C 2 45.00 0.00 40.00 40.00 23.00 - 8.00 Wall C-1 Seg2 45.00 0.00 40.00 40.00 23.00 - - Segment 1 -- 0.00 4.00 4.00 - 2.00 - Opening 1 -- 4.00 11.00 7.00 - - 8.00 Segment 2 --11.00 15.50 4.50 - 1.78 - Opening 2 --15.50 20.50 5.00 - - 8.00 Segment 3 --20.50 30.75 10.25 - 0.78 - Opening 3 --30.75 35.75 5.00 - - 8.00 Segment 4 --35.75 40.00 4.25 - 1.88 - Level 1 Line C 3 45.00 0.00 40.00 40.00 18.50 - 9.00 Wall C-1 Seg3 45.00 0.00 40.00 40.00 18.50 - - Segment 1 -- 0.00 4.00 4.00 - 2.25 - Opening 1 -- 4.00 13.50 9.50 - - 9.00 Segment 2 --13.50 18.25 4.75 - 1.89 - Opening 2 --18.25 26.25 8.00 - - 9.00 Segment 3 --26.25 30.75 4.50 - 2.00 - Opening 3 --30.75 34.75 4.00 - - 9.00 Segment 4 --34.75 40.00 5.25 - 1.71 - 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 28 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA 3 CAR.wsw May. 19, 2022 14:26:26 Design Summary SHEARWALLDESIGN WindShearLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. ComponentsandCladdingWindLoads,Out-of-planeSheathing Allshearwallshavesufficient designcapacity. ComponentsandCladdingWindLoads,NailWithdrawal Allshearwallshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm Allshearwallshavesufficient designcapacity. HOLDDOWNDESIGN WindLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. SeismicLoads,FlexibleDiaphragm All hold-downshavesufficient designcapacity. Refer to theDeflection table forpossibleissuesregarding fastenerslippage(SDPWSTableC4.2.2D) forwalls thatotherwisepass. 6 29 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA 3 CAR.wsw May. 19, 2022 14:26:26 Flexible DiaphragmWind Design ASCE7 Directional (All Heights)Loads SHEARRESULTS N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dirvvmax/vft V[lbs]Int Ext Int ExtCoCCmbV [lbs]Ratio Line 1 Level 1 Ln1,Lev12S->N 20.6 - 427 -1.0 - 339 -3397024 0.06 2 N->S 20.6 - 428 -1.0 - 339 -3397024 0.06 Line 2 Level 2 Ln2,Lev2- Both - - 1635 - - - 339 - - 11002 - Wall2-12Both - - 1635 -1.0 - 339 - - 11002 - Seg. 1- Both 50.30.0918 -1.0 - 339 -3396178 0.15 Seg. 2- Both 50.30.0289 -1.0 - 339 -3391946 0.15 Seg. 3- Both 50.30.0428 -1.0 - 339 -3392877 0.15 Seg. 4- Both 0.00.00 -1.0 - 339 -339 - - Level 1 Ln2,Lev1- S->N - - 4234 - - - 495 - - 8040 - -N->S - - 4253 - - - 495 - - 8040 - Wall2-23S->N - - 4234 -1.0 - 495 - - 8040 - 3 N->S - - 4253 -1.0 - 495 - - 8040 - Seg. 1- S->N260.60.01824 -1.0 - 495 -4953463 0.53 -N->S261.70.01832 -1.0 - 495 -4953463 0.53 Seg. 2- S->N260.60.02410 -1.0 - 495 -4954577 0.53 -N->S261.70.02421 -1.0 - 495 -4954577 0.53 Seg. 3- Both 0.00.00 -1.0 - 495 -495 - - Line 6 Level 2 Ln6,Lev2- Both - - 1628 - - - 339 - - 12610 - Wall6-22Both - - 1628 -1.0 - 339 - - 12610 - Seg. 1- Both 43.70.0820 -1.0 - 339 -3396347 0.13 Seg. 2- Both 43.70.0809 -1.0 - 339 -3396263 0.13 Level 1 Ln6,Lev1- Both - - 3805 - - - 339 - - 12629 - Wall6-12Both - - 3805 -1.0 - 339 - - 12629 - Seg. 1- Both102.00.02856 -1.0 - 339 -3399479 0.30 Seg. 2- Both 90.70.0363 -.89 - 301 -3011204 0.30 Seg. 3- Both102.00.0586 -1.0 - 339 -3391946 0.30 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dirvvmax/vft V[lbs]Int Ext Int ExtCoCCmbV [lbs]Ratio Line A Level 2 LnA,Lev2- Both - - 1981 - - - 638 - - 7038 - WallA-21Both - - 878 -1.0 - 638 - - 3120 - Seg. 1- Both134.70.0404 -.75 - 478 -4781435 0.28 Seg. 2- Both145.90.0474 -.81 - 518 -5181685 0.28 WallA-31Both - - 763 -1.0 - 638 - - 2711 - Seg. 1- Both 0.00.00 -1.0 - 638 -638 - - Seg. 2- Both179.60.0763 -1.0 - 638 -6382711 0.28 WallA-51Both123.5 - 340 -.69 - 638 -4391206 0.28 Level 1 LnA,Lev1- Both - - 3484 - - - 638 - - 7222 - WallA-21Both - - 1560 -1.0 - 638 - - 3234 - Seg. 1- Both222.30.0722 -.72 - 461 -4611497 0.48 Seg. 2- Both239.40.0838 -.78 - 496 -4961737 0.48 WallA-41Both - - 1923 -1.0 - 638 - - 3987 - Seg. 1- Both256.50.0962 -.83 - 532 -5321994 0.48 Seg. 2- Both256.50.0962 -.83 - 532 -5321994 0.48 Line B LnB,Lev1- Both - - 2252 - - - 339 - - 7447 - WallB-12Both102.4 - 1024 -1.0 - 339 -3393385 0.30 WallB-22Both102.4 - 1229 -1.0 - 339 -3394062 0.30 Line C Level 2 LnC,Lev2- Both - - 1611 - - - 339 - - 7786 - WallC-12Both - - 1611 -1.0 - 339 - - 7786 - Seg. 1- Both 70.00.0280 -1.0 - 339 -3391354 0.21 Seg. 2- Both 70.00.0315 -1.0 - 339 -3391523 0.21 Seg. 3 -Both 70.0 0.0 718 - 1.0 - 339 - 339 3470 0.21 7 30 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA 3 CAR.wsw May. 19, 2022 14:26:26 SHEARRESULTS(flexiblewinddesign,continued) Seg. 4 -Both 70.0 0.0 298 - 1.0 - 339 - 339 1439 0.21 Level 1 LnC,Lev1- Both - - 2811 - - - 495 - - 8933 - WallC-13Both - - 2811 -1.0 - 495 - - 8933 - Seg. 1- Both138.40.0554 -.89 - 440 -4401759 0.31 Seg. 2- Both155.70.0739 -1.0 - 495 -4952350 0.31 Seg. 3- Both155.70.0701 -1.0 - 495 -4952226 0.31 Seg. 4- Both155.70.0817 -1.0 - 495 -4952597 0.31 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 fromSDPWSTable4.3.3.5. 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. 8 31 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA 3 CAR.wsw May. 19, 2022 14:26:26 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 38859 1647.5 8006 8006 5604 5604 5604 5604 1 44892 1942.3 5250 5250 6466 6466 6466 6466 All 83751 -13256 13256 - - - - 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 = 1.03;Ev = 0.206Dunfactored;0.144Dfactored; totaldead loadfactor:0.6-0.144 =0.456 tension, 1.0 + 0.144 = 1.144 compression. 9 32 of 98 WoodWorks®Shearwalls 220279-LATERALANALYSISA 3 CAR.wsw May. 19, 2022 14:26:26 SHEARRESULTS(flexibleseismicdesign) N-S W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dirvvmax/vft V[lbs]Int Ext Int ExtCoCCmbV [lbs]Ratio Line 1 Level 1 Ln1,Lev12Both 19.6 - 406 -1.0 - 242 -2425017 0.08 Line 2 Level 2 Ln2,Lev2- Both - - 2849 - - - 242 - - 7859 - Wall2-12Both - - 2849 -1.0 - 242 - - 7859 - Seg. 1- Both 87.70.01600 -1.0 - 242 -2424413 0.36 Seg. 2- Both 87.70.0504 -1.0 - 242 -2421390 0.36 Seg. 3- Both 87.70.0745 -1.0 - 242 -2422055 0.36 Seg. 4- Both 0.00.00 -1.0 - 242 -242 - - Level 1 Ln2,Lev1- Both - - 4597 - - - 353 - - 5743 - Wall2-23^Both - - 4597 -1.0 - 353 - - 5743 - Seg. 1- Both282.90.01980 -1.0 - 353 -3532474 0.80 Seg. 2- Both282.90.02617 -1.0 - 353 -3533269 0.80 Seg. 3- Both 0.00.00 -1.0 - 353 -353 - - Line 6 Level 2 Ln6,Lev2- Both - - 2755 - - - 242 - - 9007 - Wall6-22Both - - 2755 -1.0 - 242 - - 9007 - Seg. 1- Both 74.00.01387 -1.0 - 242 -2424534 0.31 Seg. 2- Both 74.00.01368 -1.0 - 242 -2424473 0.31 Level 1 Ln6,Lev1- Both - - 4276 - - - 242 - - 9020 - Wall6-12Both - - 4276 -1.0 - 242 - - 9020 - Seg. 1- Both114.60.03209 -1.0 - 242 -2426770 0.47 Seg. 2- Both101.90.0408 -.89 - 215 -215860 0.47 Seg. 3- Both114.60.0659 -1.0 - 242 -2421390 0.47 E-W W For ASD ShearForce[plf]Asp-Cub Allowable Shear[plf]Resp. Shearlines Gp Dirvvmax/vft V[lbs]Int Ext Int ExtCoCCmbV [lbs]Ratio Line A Level 2 LnA,Lev2- Both - - 2925 - - - 456 - - 5027 - WallA-21Both - - 1297 -1.0 - 456 - - 2229 - Seg. 1- Both198.90.0597 -.75 - 342 -3421025 0.58 Seg. 2- Both215.40.0700 -.81 - 370 -3701203 0.58 WallA-31Both - - 1127 -1.0 - 456 - - 1937 - Seg. 1- Both 0.00.00 -1.0 - 456 -456 - - Seg. 2- Both265.20.01127 -1.0 - 456 -4561937 0.58 WallA-51Both182.3 - 501 -.69 - 456 -313862 0.58 Level 1 LnA,Lev1- Both - - 4254 - - - 456 - - 5158 - WallA-21^Both - - 1905 -1.0 - 456 - - 2310 - Seg. 1- Both271.40.0882 -.72 - 329 -3291070 0.82 Seg. 2- Both292.30.01023 -.78 - 354 -3541241 0.82 WallA-41^Both - - 2349 -1.0 - 456 - - 2848 - Seg. 1- Both313.20.01174 -.83 - 380 -3801424 0.82 Seg. 2- Both313.20.01174 -.83 - 380 -3801424 0.82 Line B LnB,Lev1- Both - - 1370 - - - 242 - - 5320 - WallB-12Both 62.3 - 623 -1.0 - 242 -2422418 0.26 WallB-22Both 62.3 - 747 -1.0 - 242 -2422902 0.26 Line C Level 2 LnC,Lev2- Both - - 2679 - - - 242 - - 5561 - WallC-12^Both - - 2679 -1.0 - 242 - - 5561 - Seg. 1- Both116.50.0466 -1.0 - 242 -242967 0.48 Seg. 2- Both116.50.0524 -1.0 - 242 -2421088 0.48 Seg. 3- Both116.50.01194 -1.0 - 242 -2422478 0.48 Seg. 4- Both116.50.0495 -1.0 - 242 -2421028 0.48 Level 1 LnC,Lev1- Both - - 3657 - - - 353 - - 6381 - WallC-13Both - - 3657 -1.0 - 353 - - 6381 - Seg. 1- Both180.00.0720 -.89 - 314 -3141257 0.57 Seg. 2- Both202.50.0962 -1.0 - 353 -3531679 0.57 Seg. 3- Both202.50.0911 -1.0 - 353 -3531590 0.57 Seg. 4- Both202.50.01063 -1.0 - 353 -3531855 0.57 10 33 of 98 WoodWorks®Shearwalls 220279-LATERAL ANALYSIS A 3 CAR.wsw May. 19, 2022 14:26:26 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 fromSDPWSTable4.3.3.5. 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. 11 34 of 98 ROOF FRAMING Member Name Results Current Solution Comments R1 Passed 1 piece(s) 4 x 8 DF No.2 R2 Passed 1 piece(s) 4 x 8 DF No.2 R3 Passed 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam R4 Passed 1 piece(s) 4 x 8 DF No.2 R5 Passed 1 piece(s) 4 x 8 DF No.2 R6 Passed 1 piece(s) 4 x 8 DF No.2 R7 Passed 1 piece(s) 4 x 8 DF No.2 R8 Passed 1 piece(s) 6 x 10 DF No.2 R9 Passed 1 piece(s) 6 x 8 DF No.2 R10 Passed 1 piece(s) 6 x 8 DF No.2 R11 Passed 1 piece(s) 6 x 8 DF No.2 R12 Passed 1 piece(s) 4 x 8 DF No.2 R13 Passed 1 piece(s) 4 x 12 DF No.2 R14 Passed 1 piece(s) 4 x 12 DF No.2 UPPER FLOOR FRAMING Member Name Results Current Solution Comments U1 Passed 1 piece(s) 4 x 8 DF No.2 U2 Passed 1 piece(s) 4 x 8 DF No.2 U3 Passed 1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam U4 Passed 1 piece(s) 4 x 8 DF No.2 U5 Passed 1 piece(s) 4 x 8 DF No.2 U6 Passed 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam U7 Passed 1 piece(s) 4 x 8 DF No.2 U8 Passed 1 piece(s) 4 x 12 DF No.2 U9 Passed 1 piece(s) 4 x 10 DF No.2 U10 Passed 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam U11 Passed 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam U12 Passed 1 piece(s) 5 1/2" x 16 1/2" 24F-V4 DF Glulam GT (FOR REF USE ONLY)Passed 1 piece(s) 3 1/2" x 6" 24F-V4 DF Glulam GT2 (FOR REF USE ONLY)Passed 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam GT3 (FOR REF USE ONLY)Passed 1 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL GT4 (FOR REF USE ONLY)Passed 1 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL FJ1(REF ONLY)Passed 1 piece(s) 18" TJI® 360 @ 24" OC U13 Passed 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam U14 Passed 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam MAIN FLOOR FRAMING Member Name Results Current Solution Comments M1 Passed 1 piece(s) 4 x 10 DF No.2 M2 Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC M3 Passed 1 piece(s) 4 x 12 DF No.2 M4 Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC M5 Passed 1 piece(s) 4 x 10 HF No.2 M6 Passed 1 piece(s) 4 x 10 HF No.2 220279 - BEAM CALCULATIONS JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2 File Name: 220279 - BEAM CALCULATIONS 35 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)179 @ 0 3281 (1.50")Passed (5%)--1.0 D + 1.0 S (All Spans) Shear (lbs)84 @ 8 3/4"3502 Passed (2%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)123 @ 1' 4 1/2"3438 Passed (4%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.001 @ 1' 4 1/2"0.092 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.001 @ 1' 4 1/2"0.138 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"76 103 179 None 2 - Trimmer - HF 1.50"1.50"1.50"76 103 179 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 2' 9"N/A 6.4 -- 1 - Uniform (PSF)0 to 2' 9"3'16.2 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R1 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS36 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)146 @ 0 3281 (1.50")Passed (4%)--1.0 D + 1.0 S (All Spans) Shear (lbs)52 @ 8 3/4"3502 Passed (1%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)82 @ 1' 1 1/2"3438 Passed (2%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.000 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.000 @ 1' 1 1/2"0.112 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"62 84 146 None 2 - Trimmer - HF 1.50"1.50"1.50"62 84 146 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 2' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 2' 3"3'16.2 25.0 Roof OH Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R2 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS37 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3354 @ 1 1/2"6825 (3.00")Passed (49%)--1.0 D + 1.0 S (All Spans) Shear (lbs)2460 @ 1'6400 Passed (38%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)5877 @ 3' 9"10868 Passed (54%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.087 @ 3' 9"0.242 Passed (L/997)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.145 @ 3' 9"0.363 Passed (L/599)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 3.00"3.00"1.50"1339 2016 3355 None 2 - Trimmer - HF 3.00"3.00"1.50"1339 2016 3355 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 7' 6"N/A 7.7 -- 1 - Uniform (PSF)0 to 7' 6"21' 6"16.2 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R3 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS38 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2345 @ 0 3281 (1.50")Passed (71%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1694 @ 8 3/4"3502 Passed (48%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3078 @ 2' 7 1/2"3438 Passed (90%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.052 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.086 @ 2' 7 1/2"0.262 Passed (L/734)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"934 1411 2345 None 2 - Trimmer - HF 1.50"1.50"1.50"934 1411 2345 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 5' 3"21' 6"16.2 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R4 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS39 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)277 @ 0 3281 (1.50")Passed (8%)--1.0 D + 1.0 S (All Spans) Shear (lbs)182 @ 8 3/4"3502 Passed (5%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)294 @ 2' 1 1/2"3438 Passed (9%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.003 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.005 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"117 159 276 None 2 - Trimmer - HF 1.50"1.50"1.50"117 159 276 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 4' 3"3'16.2 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R5 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS40 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1898 @ 0 3281 (1.50")Passed (58%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1247 @ 8 3/4"3502 Passed (36%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2017 @ 2' 1 1/2"3438 Passed (59%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.022 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.037 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"756 1142 1898 None 2 - Trimmer - HF 1.50"1.50"1.50"756 1142 1898 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 4' 3"21' 6"16.2 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R6 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS41 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)374 @ 0 3281 (1.50")Passed (11%)--1.0 D + 1.0 S (All Spans) Shear (lbs)279 @ 8 3/4"3502 Passed (8%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)538 @ 2' 10 1/2"3438 Passed (16%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.010 @ 2' 10 1/2"0.192 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.018 @ 2' 10 1/2"0.287 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"159 216 375 None 2 - Trimmer - HF 1.50"1.50"1.50"159 216 375 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 9"N/A 6.4 -- 1 - Uniform (PSF)0 to 5' 9"3'16.2 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R7 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS42 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2173 @ 4"12251 (5.50")Passed (18%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1699 @ 1' 3"6810 Passed (25%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)5522 @ 5' 8 3/4"6937 Passed (80%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.133 @ 5' 8 3/4"0.360 Passed (L/977)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.227 @ 5' 8 3/4"0.540 Passed (L/571)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Deflection criteria: LL (L/360) and TL (L/240). Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - HF 5.50"5.50"1.50"902 1271 2173 None 2 - Column Cap - steel 5.50"5.50"1.50"902 1271 2173 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 11' 5 1/2"N/A 13.2 -- 1 - Uniform (PSF)0 to 11' 5 1/2" (Top)8' 10 1/2"16.2 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R8 1 piece(s) 6 x 10 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS43 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1060 @ 5 1/2"5156 (1.50")Passed (21%)--1.0 D + 1.0 S (All Spans) Shear (lbs)950 @ 1' 1"5376 Passed (18%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3202 @ 6' 6"3706 Passed (86%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.191 @ 6' 6"0.403 Passed (L/760)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.335 @ 6' 6"0.604 Passed (L/433)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Hanger on 7 1/2" DF beam 5.50"Hanger¹1.50"486 650 1136 See note ¹ 2 - Column Cap - steel 5.50"5.50"1.50"481 637 1118 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger U66 2.00"N/A 8-10d 4-10d Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)5 1/2" to 12' 10 1/2"N/A 10.4 -- 1 - Uniform (PSF)0 to 12' 10 1/2" (Top)4'16.2 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R9 1 piece(s) 6 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS44 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)976 @ 5' 1 1/2"12251 (5.50")Passed (8%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1194 @ 1' 1"5376 Passed (22%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1684 @ 1' 8 3/4"3706 Passed (45%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.014 @ 2' 7 1/4"0.160 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.025 @ 2' 7 5/16"0.240 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Column Cap - steel 5.50"5.50"1.50"631 819 1450 None 2 - Stud wall - HF 5.50"5.50"1.50"428 548 976 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 5 1/2"N/A 10.4 -- 1 - Uniform (PSF)0 to 5' 5 1/2" (Top)5' 3"18.0 25.0 ROOF 2 - Point (lb)1' 8 3/4" (Top)N/A 486 650 Linked from: R9, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R10 1 piece(s) 6 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS45 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)427 @ 3' 1 1/2"12251 (5.50")Passed (3%)--1.0 D + 1.0 S (All Spans) Shear (lbs)160 @ 1' 1"5376 Passed (3%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)241 @ 1' 8 3/4"3706 Passed (6%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.001 @ 1' 8 3/4"0.093 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.001 @ 1' 8 3/4"0.140 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Column Cap - steel 5.50"5.50"1.50"190 238 428 None 2 - Stud wall - HF 5.50"5.50"1.50"190 238 428 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 3' 5 1/2"N/A 10.4 -- 1 - Uniform (PSF)0 to 3' 5 1/2" (Top)5' 6"18.0 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R11 1 piece(s) 6 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS46 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)278 @ 0 3281 (1.50")Passed (8%)--1.0 D + 1.0 S (All Spans) Shear (lbs)213 @ 8 3/4"3502 Passed (6%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)434 @ 3' 1 1/2"3438 Passed (13%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.010 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.017 @ 3' 1 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"122 156 278 None 2 - Trimmer - HF 1.50"1.50"1.50"122 156 278 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 6' 3"2'16.2 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R12 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS47 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1501 @ 1 1/2"6563 (3.00")Passed (23%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1266 @ 1' 2 1/4"5434 Passed (23%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)5554 @ 7' 11 5/16"7004 Passed (79%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.225 @ 8' 2 3/16"0.542 Passed (L/867)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.399 @ 8' 2 3/16"0.813 Passed (L/488)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 3.00"3.00"1.50"652 849 1501 None 2 - Trimmer - HF 3.00"3.00"1.50"586 751 1337 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 16' 6"N/A 10.0 -- 1 - Uniform (PSF)0 to 6' 3"4' 6"16.8 25.0 LOWER ROOF 2 - Uniform (PSF)6' 3" to 16' 6"3' 6"16.8 25.0 LOWER ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R13 1 piece(s) 4 x 12 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS48 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2152 @ 0 3281 (1.50")Passed (66%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1598 @ 1' 3/4"5434 Passed (29%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)4438 @ 4' 1 1/2"7004 Passed (63%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.048 @ 4' 1 1/2"0.275 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.082 @ 4' 1 1/2"0.412 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"889 1263 2152 None 2 - Trimmer - HF 1.50"1.50"1.50"889 1263 2152 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 8' 3"N/A 10.0 -- 1 - Uniform (PSF)0 to 8' 3"12' 3"16.8 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R14 1 piece(s) 4 x 12 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS49 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)319 @ 0 3281 (1.50")Passed (10%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)176 @ 8 3/4"3502 Passed (5%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)259 @ 1' 7 1/2"3438 Passed (8%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.001 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.003 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"210 65 81 356 None 2 - Trimmer - HF 1.50"1.50"1.50"210 65 81 356 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 ---- 1 - Uniform (PSF)0 to 3' 3"1'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 3' 3"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 3' 3"2'16.2 -25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U1 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS50 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5464 @ 7' 1 1/2"6563 (3.00")Passed (83%)--1.0 D + 0.75 L + 0.75 S (Adj Spans) Shear (lbs)1337 @ 7' 10 1/4"3502 Passed (38%)1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Moment (Ft-lbs)-1076 @ 7' 1 1/2"3384 Passed (32%)1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Live Load Defl. (in)0.005 @ 8' 5 3/4"0.092 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in)0.008 @ 8' 5 7/8"0.138 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (Alt Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). A 1.6% decrease in the moment capacity has been added to account for lateral stability. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Trimmer - HF 3.00"3.00"1.50"128 500/-137 41 669/- 137 None 2 - Trimmer - HF 3.00"3.00"1.50"268 1489 -155 1757/- 155 None 3 - Trimmer - HF 3.00"3.00"2.50"2300 1489 2729 6518 None 4 - Trimmer - HF 3.00"3.00"1.50"727 500/-137 801 2028/- 137 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 10'N/A 6.4 ---- 1 - Uniform (PSF)0 to 10'8' 11 1/2"10.0 40.0 -Residential - Living Areas 2 - Uniform (PLF)7' 4" to 10'N/A 80.0 -- 3 - Uniform (PSF)7' 4" to 10'21'16.2 -25.0 Upper Roof 4 - Point (lb)7' 4"N/A 1339 -2016 Linked from: R3, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U2 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS51 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5680 @ 8' 4 1/2"6825 (3.00")Passed (83%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)4468 @ 1' 3"8533 Passed (52%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs)12017 @ 4' 1/4"19320 Passed (62%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.091 @ 4' 2 5/8"0.275 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.162 @ 4' 2 11/16"0.412 Passed (L/612)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Trimmer - HF 3.00"3.00"2.20"2115 1523 2342 5980 None 2 - Trimmer - HF 3.00"3.00"2.50"2499 1523 2719 6741 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 8' 6"N/A 10.2 ---- 1 - Uniform (PSF)0 to 8' 6"8' 11 1/2"10.0 40.0 -FLOOR 2 - Uniform (PLF)2' 6" to 8' 6"N/A 80.0 --WALL 3 - Uniform (PSF)2' 6" to 8' 6"21' 6"16.2 -25.0 ROOF 4 - Uniform (PSF)0 to 8' 6"2'15.0 -25.0 LOWER ROOF 5 - Point (lb)2' 6"N/A 934 -1411 Linked from: R4, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U3 1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS52 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2544 @ 0 3281 (1.50")Passed (78%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)1671 @ 8 3/4"3502 Passed (48%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)2703 @ 2' 1 1/2"3438 Passed (79%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.028 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.049 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"1116 761 1142 3019 None 2 - Trimmer - HF 1.50"1.50"1.50"1116 761 1142 3019 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 ---- 1 - Uniform (PSF)0 to 4' 3"8' 11 1/2"10.0 40.0 -floor 2 - Uniform (PLF)0 to 4' 3"N/A 80.0 --wall 3 - Uniform (PSF)0 to 4' 3"21' 6"16.2 -25.0 roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U4 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS53 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)337 @ 0 3281 (1.50")Passed (10%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)158 @ 8 3/4"3502 Passed (5%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)231 @ 1' 4 1/2"3438 Passed (7%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.001 @ 1' 4 1/2"0.092 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.002 @ 1' 4 1/2"0.138 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"204 73 103 380 None 2 - Trimmer - HF 1.50"1.50"1.50"204 73 103 380 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 2' 9"N/A 6.4 ---- 1 - Uniform (PSF)0 to 2' 9"1' 4"10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 2' 9"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 2' 9"3'16.2 -25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U5 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS54 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)6463 @ 9' 2 1/2"12251 (5.50")Passed (53%)--1.0 D + 1.0 L (All Spans) Shear (lbs)4981 @ 8' 1"11660 Passed (43%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)12286 @ 5' 15/16"26400 Passed (47%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.066 @ 4' 10 1/4"0.296 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.122 @ 4' 10 9/16"0.444 Passed (L/875)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 10 1/2". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - HF 5.50"5.50"1.98"1767 2649 4416 Blocking 2 - Stud wall - HF 5.50"5.50"2.90"2919 3544 6463 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 9' 6 1/2"N/A 16.0 -- 1 - Uniform (PSF)4' to 9' 6 1/2" (Top)20'10.0 40.0 FLOOR 2 - Uniform (PSF)0 to 4' (Top)11'10.0 40.0 FLOOR 3 - Point (lb)4' (Top)N/A 1059 -F15 (R) 4 - Point (lb)7' 4" (Top)N/A 1926 -F17 (R) Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U6 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS55 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1115 @ 0 3281 (1.50")Passed (34%)--1.0 D + 1.0 L (All Spans) Shear (lbs)615 @ 8 3/4"3045 Passed (20%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)906 @ 1' 7 1/2"2989 Passed (30%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.007 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.010 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"335 780 1115 None 2 - Trimmer - HF 1.50"1.50"1.50"335 780 1115 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Loads Location Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 3' 3"12'10.0 40.0 FLOOR 2 - Uniform (PLF)0 to 3' 3"N/A 80.0 -WALL Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U7 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS56 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2668 @ 7' 4"4961 (3.50")Passed (54%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1980 @ 6' 3 1/4"4725 Passed (42%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)5204 @ 4' 4"6091 Passed (85%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.030 @ 3' 10 7/16"0.233 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.063 @ 3' 10 3/4"0.350 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - HF 5.50"5.50"1.59"954 1304 2258 Blocking 2 - Stud wall - HF 3.50"3.50"1.88"1192 1476 2668 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 7' 6"N/A 10.0 -- 1 - Uniform (PSF)0 to 4' 4" (Top)8'10.0 40.0 Residential - Living Areas 2 - Uniform (PSF)4' 4" to 7' 6" (Top)11'10.0 40.0 Residential - Living Areas 3 - Point (lb)4' 4" (Top)N/A 1376 -F15 (L) Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U8 1 piece(s) 4 x 12 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS57 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3895 @ 5' 11 1/2"6563 (3.00")Passed (59%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2553 @ 5' 3/4"4468 Passed (57%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)3733 @ 3' 1 5/16"5166 Passed (72%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.042 @ 3' 9/16"0.194 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.067 @ 3' 9/16"0.292 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Trimmer - HF 3.00"3.00"1.78"1580 1338 1745 4663 None 2 - Trimmer - HF 3.00"3.00"1.78"1583 1338 1744 4665 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 1"N/A 8.2 ---- 1 - Uniform (PSF)0 to 6' 1"1'15.0 -25.0 LOWER ROOF 2 - Uniform (PLF)0 to 11 1/4"N/A 80.0 --WALL 3 - Uniform (PLF)5' 3/4" to 6' 1"N/A 80.0 --WALL 4 - Uniform (PSF)0 to 11 1/4"21' 6"16.2 -25.0 ROOF 5 - Uniform (PSF)5' 3/4" to 6' 1"21' 6"16.2 -25.0 ROOF 6 - Uniform (PSF)0 to 6' 1"11'10.0 40.0 -OPTIONAL BED 4 LOADING 7 - Point (lb)11 1/4"N/A 756 -1142 Linked from: R6, Support 1 8 - Point (lb)5' 3/4"N/A 756 -1142 Linked from: R6, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U9 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS58 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)8368 @ 13' 1"12251 (5.50")Passed (68%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)6322 @ 1' 5 1/2"11660 Passed (54%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)20191 @ 6' 8 15/16"26400 Passed (76%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.206 @ 6' 8 1/2"0.425 Passed (L/743)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.437 @ 6' 8 9/16"0.637 Passed (L/350)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 9". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Stud wall - HF 5.50"5.50"3.75"4553 3318 1755 9626 Blocking 2 - Stud wall - HF 5.50"5.50"3.76"4545 3316 1781 9642 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 13' 5"N/A 16.0 ---- 1 - Uniform (PSF)0 to 13' 5" (Top)12'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 2' 10" (Top)N/A 80.0 --WALL 3 - Uniform (PLF)10' 6" to 13' 5" (Top)N/A 80.0 --WALL 4 - Uniform (PSF)0 to 2' 10" (Top)21'16.2 -25.0 ROOF 5 - Uniform (PSF)10' 6" to 13' 5" (Top)21'16.2 -25.0 ROOF 6 - Uniform (PSF)0 to 2' 10" (Top)1' 6"16.2 -25.0 LOWER ROOF 7 - Uniform (PSF)10' 6" to 13' 5" (Top)1' 6"16.2 -25.0 LOWER ROOF 8 - Point (lb)2' 10" (Top)N/A 2355 97 151 Linked from: GT (FOR REF USE ONLY), Support 2 9 - Point (lb)10' 6" (Top)N/A 2355 97 151 Linked from: GT (FOR REF USE ONLY), Support 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U10 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS59 of 98 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS60 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3247 @ 4"12251 (5.50")Passed (27%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2752 @ 1' 2 1/2"8745 Passed (31%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)8666 @ 6' 9"14850 Passed (58%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.149 @ 6' 8 1/2"0.425 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.501 @ 6' 8 9/16"0.637 Passed (L/305)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 9". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Stud wall - HF 5.50"5.50"1.50"2287 634 645 3566 Blocking 2 - Stud wall - HF 5.50"5.50"1.50"2268 633 644 3545 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 13' 5"N/A 12.0 ---- 1 - Uniform (PSF)0 to 13' 5" (Top)2'10.0 40.0 -FLOOR 2 - Uniform (PLF)2' 8 1/2" to 10' 8 1/2" (Top)N/A 80.0 --WALL 3 - Uniform (PSF)0 to 13' 5" (Top)1' 9"16.2 -25.0 LOWER ROOF 4 - Uniform (PSF)2' 8 1/2" to 10' 8 1/2" (Top)2'15.0 -25.0 ROOF 5 - Point (lb)2' 10" (Top)N/A 1432 97 151 Linked from: GT (FOR REF USE ONLY), Support 1 6 - Point (lb)10' 6" (Top)N/A 1432 97 151 Linked from: GT (FOR REF USE ONLY), Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U11 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS61 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)7295 @ 5 1/2"7295 (2.04")Passed (100%)--1.0 D + 1.0 L (All Spans) Shear (lbs)6449 @ 18' 2"16033 Passed (40%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)37978 @ 9' 7 13/16"48438 Passed (78%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.424 @ 10' 3/4"0.640 Passed (L/544)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.673 @ 10' 1/2"0.960 Passed (L/342)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Critical positive moment adjusted by a volume factor of 0.97 that was calculated using length L = 19' 2 1/2". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Hanger on HF studWall 5.50"Hanger¹2.04"2824 4753 690 8267 See note ¹ 2 - Stud wall - HF 5.50"5.50"3.52"2835 5003 652 8490 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger Connector not found N/A N/A N/A N/A Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)5 1/2" to 20'N/A 22.1 ---- 1 - Uniform (PSF)0 to 8' (Top)10'10.0 40.0 -FLOOR 2 - Uniform (PSF)0 to 8' (Top)2'16.8 -25.0 LOWER ROOF 3 - Uniform (PLF)0 to 8' (Top)N/A 80.0 --WALL 4 - Point (lb)8' (Top)N/A 579 670 276 Linked from: GT2 (FOR REF USE ONLY), Support 1 5 - Uniform (PLF)8' to 20' (Top)N/A 245.0 490.5 55.5 Linked from: FJ1 (REF ONLY), Support 1 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U12 1 piece(s) 5 1/2" x 16 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS62 of 98 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS63 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2383 @ 1' 11 1/2"3413 (1.50")Passed (70%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2170 @ 1' 5 1/2"3339 Passed (65%)0.90 1.0 D (All Spans) Pos Moment (Ft-lbs)1200 @ 1' 5"3780 Passed (32%)0.90 1.0 D (All Spans) Live Load Defl. (in)0.000 @ 1' 1 11/16"0.050 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.003 @ 1' 1 11/16"0.075 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 1' 6". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Hanger on 6" DF beam 5.50"Hanger¹1.50"1432 97 151 1680 See note ¹ 2 - Hanger on 6" GLB beam 5.50"Hanger¹1.50"2355 97 151 2603 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)5 1/2" to 1' 11 1/2"N/A 5.1 ---- 1 - Uniform (PSF)0 to 2' 5" (Top)2'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 2' 5" (Top)N/A 80.0 --WALL 3 - Uniform (PSF)0 to 2' 5" (Top)5'18.0 -25.0 ROOF 4 - Point (lb)1' 5" (Top)N/A 3320 --E1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, GT (FOR REF USE ONLY) 1 piece(s) 3 1/2" x 6" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS64 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)756 @ 20' 5 1/2"3413 (1.50")Passed (22%)--1.0 D + 1.0 L (Alt Spans) Shear (lbs)716 @ 2' 8 1/2"5565 Passed (13%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)3458 @ 11' 3 3/4"9450 Passed (37%)1.00 1.0 D + 1.0 L (Alt Spans) Neg Moment (Ft-lbs)-597 @ 1' 8 3/4"7610 Passed (8%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.434 @ 11' 1 1/8"0.624 Passed (L/518)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.565 @ 11' 2 1/16"0.936 Passed (L/398)--1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 18' 3 1/2". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 2' 8 1/16". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Beam - GLB 5.50"5.50"1.50"579 670 276 1525 Blocking 2 - Hanger on 9" GLB beam 5.50"Hanger¹1.50"201 589 -14 790/-14 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LUS48 2.00"N/A 6-10dx1.5 4-10d Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 20' 5 1/2"N/A 7.7 ---- 1 - Uniform (PSF)0 to 20' 11" (Top)1' 6"10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 1' 6" (Top)N/A 80.0 --WALL 3 - Uniform (PSF)0 to 1' 6" (Top)7'18.0 -25.0 ROOF All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, GT2 (FOR REF USE ONLY) 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS65 of 98 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS66 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)680 @ 5 1/2"1969 (1.50")Passed (35%)--1.0 D + 1.0 L (All Spans) Shear (lbs)426 @ 1' 2 3/4"3076 Passed (14%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)701 @ 2' 6 1/4"5602 Passed (13%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.011 @ 2' 6 1/4"0.138 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.014 @ 2' 6 1/4"0.206 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Hanger on 9 1/4" DF beam 5.50"Hanger¹1.50"174 655 829 See note ¹ 2 - Stud wall - HF 5.50"4.25"1.50"167 623 790 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HUS1.81/10 3.00"N/A 30-10dx1.5 10-10d Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)5 1/2" to 4' 9 3/4"N/A 4.7 -- 1 - Uniform (PSF)0 to 4' 11" (Top)6' 6"10.0 40.0 Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, GT3 (FOR REF USE ONLY) 1 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS67 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1170 @ 4' 5 1/2"1969 (1.50")Passed (59%)--1.0 D + 1.0 L (All Spans) Shear (lbs)733 @ 3' 8 1/4"3076 Passed (24%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1206 @ 2' 4 3/4"5602 Passed (22%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.020 @ 2' 4 3/4"0.138 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.025 @ 2' 4 3/4"0.206 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - DF 5.50"4.25"1.50"280 1078 1358 1 1/4" Rim Board 2 - Hanger on 9 1/4" HF beam 5.50"Hanger¹1.50"293 1134 1427 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger HUS1.81/10 3.00"N/A 30-10dx1.5 10-10d Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)1 1/4" to 4' 5 1/2"N/A 4.7 -- 1 - Uniform (PSF)0 to 4' 11" (Front)11' 3"10.0 40.0 Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, GT4 (FOR REF USE ONLY) 1 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS68 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)990 @ 22' 1/2"1505 (3.50")Passed (66%)1.00 1.0 D + 1.0 L (Alt Spans) Shear (lbs)1005 @ 2' 5 1/2"2425 Passed (41%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)4640 @ 12' 4 7/8"9465 Passed (49%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.257 @ 12' 1 5/8"0.660 Passed (L/926)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.304 @ 12' 2 3/4"0.991 Passed (L/783)--1.0 D + 1.0 L (Alt Spans) 45 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Allowed moment does not reflect the adjustment for the beam stability factor. A structural analysis of the deck has not been performed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Beam - GLB 5.50"5.50"3.50"490 981 111 1582 Blocking 2 - Stud wall - HF 5.50"4.25"1.75"178 823/-2 -11 1001/- 13 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 6" o/c Bottom Edge (Lu)9' 7" o/c Dead Floor Live Snow Vertical Loads Location Spacing (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 22' 5"24"10.0 40.0 -FLOOR 2 - Point (lb)0 N/A 30 -50 ROOF 3 - Point (lb)0 N/A 30 -50 LOWER ROOF 4 - Point (lb)0 N/A 160 --WALL Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, FJ1(REF ONLY) 1 piece(s) 18" TJI® 360 @ 24" OC ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS69 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5863 @ 11' 2 1/2"12251 (5.50")Passed (48%)--1.0 D + 1.0 L (All Spans) Shear (lbs)4382 @ 1' 5 1/2"11660 Passed (38%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)15020 @ 5' 9 1/4"26400 Passed (57%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.177 @ 5' 9 1/4"0.363 Passed (L/739)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.224 @ 5' 9 1/4"0.544 Passed (L/582)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 10 1/2". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Column Cap - steel 5.50"5.50"1.64"1247 4617 5864 Blocking 2 - Stud wall - HF 5.50"5.50"2.63"1247 4617 5864 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 11' 6 1/2"N/A 16.0 -- 1 - Uniform (PSF)0 to 11' 6 1/2" (Top)20'10.0 40.0 FLOOR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U13 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS70 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)10894 @ 4"19663 (5.50")Passed (55%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)4739 @ 1' 5 1/2"11660 Passed (41%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)13889 @ 8' 2 9/16"30360 Passed (46%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.189 @ 8' 11 1/2"0.575 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.534 @ 8' 9 1/16"0.863 Passed (L/388)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 17' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Column Cap - steel 5.50"5.50"3.05"9546 717 1082 11345 Blocking 2 - Stud wall - HF 5.50"5.50"1.50"1860 717 897 3474 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 17' 11"N/A 16.0 ---- 1 - Uniform (PSF)0 to 17' 11" (Top)1'16.8 -25.0 LOWER ROOF 2 - Uniform (PLF)0 to 17' 11" (Top)N/A 80.0 --WALL 3 - Uniform (PSF)0 to 17' 11" (Top)2'10.0 40.0 -FLOOR 4 - Uniform (PSF)10" to 17' 11" (Top)3'16.2 -25.0 ROOF 5 - Point (lb)10" (Top)N/A 8031 --C1 6 - Uniform (PSF)0 to 10" (Top)12'16.2 -25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U14 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS71 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1470 @ 2"7656 (3.50")Passed (19%)--1.0 D + 1.0 L (All Spans) Shear (lbs)956 @ 1' 3/4"3885 Passed (25%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1997 @ 3' 1/2"4492 Passed (44%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.025 @ 3' 1/2"0.192 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.032 @ 3' 1/2"0.287 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Column - HF 3.50"3.50"1.50"314 1156 1470 None 2 - Column - HF 3.50"3.50"1.50"314 1156 1470 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 6' 1"N/A 8.2 -- 1 - Uniform (PSF)0 to 6' 1" (Top)9' 6"10.0 40.0 FLOOR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M1 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS72 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)358 @ 2 1/2"2126 (3.50")Passed (17%)--1.0 D + 1.0 L (All Spans) Shear (lbs)288 @ 1' 3/4"1388 Passed (21%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)890 @ 5' 4 1/2"1917 Passed (46%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.106 @ 5' 4 1/2"0.344 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.133 @ 5' 4 1/2"0.517 Passed (L/932)--1.0 D + 1.0 L (All Spans) N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Beam - DF 3.50"3.50"1.50"72 287 359 Blocking 2 - Beam - DF 3.50"3.50"1.50"72 287 359 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 10' 9"16"10.0 40.0 Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M2 1 piece(s) 2 x 10 HF No.2 @ 16" OC ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS73 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3353 @ 2"7656 (3.50")Passed (44%)--1.0 D + 1.0 L (All Spans) Shear (lbs)2101 @ 1' 2 3/4"4725 Passed (44%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)4974 @ 3' 3 1/2"6091 Passed (82%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.038 @ 3' 3 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.053 @ 3' 3 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Column - HF 3.50"3.50"1.53"934 2419 3353 None 2 - Column - HF 3.50"3.50"1.53"934 2419 3353 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 6' 7"N/A 10.0 -- 1 - Uniform (PSF)0 to 6' 7" (Top)7'10.0 40.0 FLOOR 2 - Uniform (PLF)0 to 6' 7" (Top)N/A 90.0 -WALL 3 - Uniform (PSF)0 to 6' 7" (Top)11' 4 1/2"10.0 40.0 UPPER FLOOR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M3 1 piece(s) 4 x 12 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS74 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)534 @ 5 1/2"911 (1.50")Passed (59%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)435 @ 1' 2 3/4"1388 Passed (31%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1374 @ 5' 10 5/8"1917 Passed (72%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.206 @ 5' 10 5/8"0.362 Passed (L/631)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.239 @ 5' 10 5/8"0.543 Passed (L/545)--1.0 D + 0.75 L + 0.75 S (All Spans) N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Hanger on 9 1/4" HF beam 5.50"Hanger¹1.50"78 471 196 745 See note ¹ 2 - Stud wall - HF 5.50"4.25"1.50"77 464 193 734 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LU28 1.50"N/A 8-10dx1.5 6-10dx1.5 Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Load Location (Side)Spacing (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 11' 8 1/4"16"10.0 60.0 25.0 DECK Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M4 1 piece(s) 2 x 10 HF No.2 @ 16" OC ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS75 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1340 @ 3 1/2"2126 (1.50")Passed (63%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)977 @ 1' 3/4"3238 Passed (30%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2109 @ 3' 7 1/4"4242 Passed (50%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.049 @ 3' 7 1/4"0.221 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.058 @ 3' 7 1/4"0.331 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Hanger on 9 1/4" HF beam 3.50"Hanger¹1.50"221 1162 484 1867 See note ¹ 2 - Column Cap - steel 3.50"3.50"1.50"216 1122 468 1806 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HUC48 2.50"N/A 10-16d 4-10d Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)3 1/2" to 7' 1"N/A 8.2 ---- 1 - Uniform (PSF)0 to 7' 1" (Top)5' 4 1/2"10.0 60.0 25.0 DECK Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M5 1 piece(s) 4 x 10 HF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS76 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1380 @ 3 1/2"2126 (1.50")Passed (65%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)981 @ 1' 3/4"3238 Passed (30%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2008 @ 3' 4 1/4"4242 Passed (47%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.040 @ 3' 4 1/4"0.204 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.048 @ 3' 4 1/4"0.306 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Hanger on 9 1/4" HF beam 3.50"Hanger¹1.50"226 1208 503 1937 See note ¹ 2 - Column Cap - steel 3.50"3.50"1.50"220 1163 484 1867 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HUC48 2.50"N/A 14-10d 6-10d Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)3 1/2" to 6' 7"N/A 8.2 ---- 1 - Uniform (PSF)0 to 6' 7" (Top)6'10.0 60.0 25.0 DECK Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M6 1 piece(s) 4 x 10 HF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS77 of 98 78 of 98 GeneralFooting HODGEENGINEERING INCLic.#: KW-06007122 DESCRIPTION:24" footing - 1500 psf soil Hodge Engineering, Inc 3733Rosedale St. Suite200 GigHarbor, WA. 98335 253-857-7055 SoftwarecopyrightENERCALC, INC. 1983-2019,Build:12.19.11.30 . File= C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018FootingPad Calcs.ec6 . Code References Calculationsper ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil PassiveResistance(for Sliding) 1.0 = Increasesbasedonfootingplandimension Add Pedestal Wt for Soil Pressure No: Use Pedestalwt forstability,mom & shear No: Allowablepressureincreaseper footofdepth =ksfwhenmax.lengthorwidthisgreater than =ft : = AddFtg Wt for Soil Pressure Yes Yes:Use ftgwt forstability,moments & shears when footingbaseisbelow ft pcf Increase Bearing ByFooting Weight =pcf Min. Overturning SafetyFactor = : 1 IncreasesbasedonfootingDepth0.750 = Soil/ConcreteFrictionCoeff. Ec : Concrete ElasticModulus = =Footingbasedepthbelowsoilsurface ft =Allowpress.increaseper footofdepth ksf = : 11.0Min. Sliding SafetyFactor = = ConcreteDensity = Min Allow%TempReinf. ksif'c : Concrete28daystrength fy : Rebar Yield ksi Min Steel% BendingReinf. # Dimensions Widthparallel to X-X Axis 2.0 ft Lengthparallel toZ-Z Axis = 2.0 ft =Pedestaldimensions... px : parallel to X-X Axis in pz : parallel toZ-Z Axis in Height == in FootingThickness = 8.0 in= RebarCenterline to EdgeofConcrete...=inat Bottomof footing 3.0 Reinforcing # Barsparallel to X-X Axis Reinforcing Bar Size = 4Numberof Bars = 2.0 Barsparallel toZ-Z Axis Reinforcing Bar Size=4Numberof Bars =2.0 BandwidthDistributionCheck(ACI15.4.4.2) DirectionRequiringCloser Separation n/a # Barsrequiredwithinzone n/a # Barsrequiredoneachsideofzone n/a AppliedLoads 2.50 3.0 D Lr ksf L S P : ColumnLoad OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 79 of 98 GeneralFooting HODGEENGINEERING INCLic.#: KW-06007122 DESCRIPTION:24" footing - 1500 psf soil Hodge Engineering, Inc 3733Rosedale St. Suite200 GigHarbor, WA. 98335 253-857-7055 SoftwarecopyrightENERCALC, INC. 1983-2019,Build:12.19.11.30 . File= C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018FootingPad Calcs.ec6 . PASS n/aSliding- X-X 0.0k 0.0k No Sliding PASS n/aSliding-Z-Z 0.0k 0.0k No Sliding DESIGNSUMMARY DesignOK GoverningLoadCombinationMin.RatioItem Applied Capacity PASS 0.9813 Soil Bearing 1.472ksf 1.50ksf +D+S PASS n/aOverturning- X-X 0.0k-ft 0.0k-ft No Overturning PASS n/aOverturning-Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k NoUplift PASS 0.2505 ZFlexure(+X)1.074k-ft/ft 4.288k-ft/ft+1.20D+1.60S PASS 0.2505 ZFlexure(-X)1.074k-ft/ft 4.288k-ft/ft+1.20D+1.60S PASS 0.2505 XFlexure(+Z)1.074k-ft/ft 4.288k-ft/ft+1.20D+1.60S PASS 0.2505 XFlexure(-Z)1.074k-ft/ft 4.288k-ft/ft+1.20D+1.60S PASS 0.27691-way Shear(+X)20.770psi 75.0psi +1.20D+1.60S PASS 0.27691-way Shear(-X)20.770psi 75.0psi +1.20D+1.60S PASS 0.27691-way Shear(+Z)20.770psi 75.0psi +1.20D+1.60S PASS 0.27691-way Shear(-Z)20.770psi 75.0psi +1.20D+1.60S PASS 0.52892-way Punching 79.334psi 150.0psi +1.20D+1.60S Detailed Results RotationAxis &ZeccXecc Actual SoilBearing Stress @ Location Actual / Allow SoilBearing (in)GrossAllowable BottomLeft TopLeft TopRightBottomRight RatioLoadCombination... ,D Only 0.000 ,0.0 deg CCW 1.50 0.72170.7217 0.7217 0.7217 0.4810.00.0 , +D+S 0.000 ,0.0 deg CCW 1.50 1.4721.472 1.472 1.472 0.9810.00.0 , +D+0.750S 0.000 ,0.0 deg CCW 1.50 1.2841.284 1.284 1.284 0.8560.00.0 , +0.60D 0.000 ,0.0 deg CCW 1.50 0.43300.4330 0.4330 0.4330 0.2890.00.0 RotationAxis & Overturning Stability LoadCombination...StatusOverturningMomentResistingMomentStabilityRatio FootingHasNO Overturning ForceApplicationAxis Sliding Stability Allunits k LoadCombination...StatusSlidingForceResistingForceStabilityRatio FootingHasNO Sliding FlexureAxis&LoadCombination in^2 in^2 in^2 k-ft AsReq'd FootingFlexure Tension k-ft ActualAs StatusMuSide Surface Gvrn.As Phi*Mn X-X, +1.40D 0.5254 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.40D 0.5254 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D 0.4503 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D 0.4503 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+0.50S 0.6453 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+0.50S 0.6453 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+1.60S 1.074 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+1.60S 1.074 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+0.70S 0.7233 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+0.70S 0.7233 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +0.90D 0.3377 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +0.90D 0.3377 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK Z-Z, +1.40D 0.5254 -X Bottom 0.1728 Min Temp %0.20 4.288 OK Z-Z, +1.40D 0.5254 +X Bottom 0.1728 Min Temp %0.20 4.288 OK Z-Z, +1.20D 0.4503 -X Bottom 0.1728 Min Temp %0.20 4.288 OK Z-Z, +1.20D 0.4503 +X Bottom 0.1728 Min Temp %0.20 4.288 OK 80 of 98 GeneralFooting HODGEENGINEERING INCLic.#: KW-06007122 DESCRIPTION:30" footing - 1500 psf soil Hodge Engineering, Inc 3733Rosedale St. Suite200 GigHarbor, WA. 98335 253-857-7055 SoftwarecopyrightENERCALC, INC. 1983-2019,Build:12.19.11.30 . File= C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018FootingPad Calcs.ec6 . Code References Calculationsper ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil PassiveResistance(for Sliding) 1.0 = Increasesbasedonfootingplandimension Add Pedestal Wt for Soil Pressure No: Use Pedestalwt forstability,mom & shear No: Allowablepressureincreaseper footofdepth =ksfwhenmax.lengthorwidthisgreater than =ft : = AddFtg Wt for Soil Pressure Yes Yes:Use ftgwt forstability,moments & shears when footingbaseisbelow ft pcf Increase Bearing ByFooting Weight =pcf Min. Overturning SafetyFactor = : 1 IncreasesbasedonfootingDepth0.750 = Soil/ConcreteFrictionCoeff. Ec : Concrete ElasticModulus = =Footingbasedepthbelowsoilsurface ft =Allowpress.increaseper footofdepth ksf = : 11.0Min. Sliding SafetyFactor = = ConcreteDensity = Min Allow%TempReinf. ksif'c : Concrete28daystrength fy : Rebar Yield ksi Min Steel% BendingReinf. # Dimensions Widthparallel to X-X Axis 2.50 ft Lengthparallel toZ-Z Axis = 2.50 ft =Pedestaldimensions... px : parallel to X-X Axis in pz : parallel toZ-Z Axis in Height == in FootingThickness = 8.0 in= RebarCenterline to EdgeofConcrete...=inat Bottomof footing 3.0 Reinforcing # Barsparallel to X-X Axis Reinforcing Bar Size = 4Numberof Bars = 3.0 Barsparallel toZ-Z Axis Reinforcing Bar Size=4Numberof Bars =3.0 BandwidthDistributionCheck(ACI15.4.4.2) DirectionRequiringCloser Separation n/a # Barsrequiredwithinzone n/a # Barsrequiredoneachsideofzone n/a AppliedLoads 3.0 5.50 D Lr ksf L S P : ColumnLoad OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 81 of 98 GeneralFooting HODGEENGINEERING INCLic.#: KW-06007122 DESCRIPTION:30" footing - 1500 psf soil Hodge Engineering, Inc 3733Rosedale St. Suite200 GigHarbor, WA. 98335 253-857-7055 SoftwarecopyrightENERCALC, INC. 1983-2019,Build:12.19.11.30 . File= C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018FootingPad Calcs.ec6 . PASS n/aSliding- X-X 0.0k 0.0k No Sliding PASS n/aSliding-Z-Z 0.0k 0.0k No Sliding DESIGNSUMMARY DesignOK GoverningLoadCombinationMin.RatioItem Applied Capacity PASS 0.9713 Soil Bearing 1.457ksf 1.50ksf +D+S PASS n/aOverturning- X-X 0.0k-ft 0.0k-ft No Overturning PASS n/aOverturning-Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k NoUplift PASS 0.3349 ZFlexure(+X)1.706k-ft/ft 5.095k-ft/ft+1.20D+1.60S PASS 0.3349 ZFlexure(-X)1.706k-ft/ft 5.095k-ft/ft+1.20D+1.60S PASS 0.3349 XFlexure(+Z)1.706k-ft/ft 5.095k-ft/ft+1.20D+1.60S PASS 0.3349 XFlexure(-Z)1.706k-ft/ft 5.095k-ft/ft+1.20D+1.60S PASS 0.40041-way Shear(+X)30.030psi 75.0psi +1.20D+1.60S PASS 0.40041-way Shear(-X)30.030psi 75.0psi +1.20D+1.60S PASS 0.40041-way Shear(+Z)30.030psi 75.0psi +1.20D+1.60S PASS 0.40041-way Shear(-Z)30.030psi 75.0psi +1.20D+1.60S PASS 0.85262-way Punching 127.890psi 150.0psi +1.20D+1.60S Detailed Results RotationAxis &ZeccXecc Actual SoilBearing Stress @ Location Actual / Allow SoilBearing (in)GrossAllowable BottomLeft TopLeft TopRightBottomRight RatioLoadCombination... ,D Only 0.000 ,0.0 deg CCW 1.50 0.57670.5767 0.5767 0.5767 0.3850.00.0 , +D+S 0.000 ,0.0 deg CCW 1.50 1.4571.457 1.457 1.457 0.9710.00.0 , +D+0.750S 0.000 ,0.0 deg CCW 1.50 1.2371.237 1.237 1.237 0.8250.00.0 , +0.60D 0.000 ,0.0 deg CCW 1.50 0.34600.3460 0.3460 0.3460 0.2310.00.0 RotationAxis & Overturning Stability LoadCombination...StatusOverturningMomentResistingMomentStabilityRatio FootingHasNO Overturning ForceApplicationAxis Sliding Stability Allunits k LoadCombination...StatusSlidingForceResistingForceStabilityRatio FootingHasNO Sliding FlexureAxis&LoadCombination in^2 in^2 in^2 k-ft AsReq'd FootingFlexure Tension k-ft ActualAs StatusMuSide Surface Gvrn.As Phi*Mn X-X, +1.40D 0.6560 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.40D 0.6560 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D 0.5623 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D 0.5623 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+0.50S 0.9198 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+0.50S 0.9198 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+1.60S 1.706 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+1.60S 1.706 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+0.70S 1.063 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+0.70S 1.063 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +0.90D 0.4217 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +0.90D 0.4217 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK Z-Z, +1.40D 0.6560 -X Bottom 0.1728 Min Temp %0.240 5.095 OK Z-Z, +1.40D 0.6560 +X Bottom 0.1728 Min Temp %0.240 5.095 OK Z-Z, +1.20D 0.5623 -X Bottom 0.1728 Min Temp %0.240 5.095 OK Z-Z, +1.20D 0.5623 +X Bottom 0.1728 Min Temp %0.240 5.095 OK 82 of 98 GeneralFooting HODGEENGINEERING INCLic.#: KW-06007122 DESCRIPTION:36" footing - 1500 psf soil Hodge Engineering, Inc 3733Rosedale St. Suite200 GigHarbor, WA. 98335 253-857-7055 SoftwarecopyrightENERCALC, INC. 1983-2019,Build:12.19.11.30 . File= C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018FootingPad Calcs.ec6 . Code References Calculationsper ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil PassiveResistance(for Sliding) 1.0 = Increasesbasedonfootingplandimension Add Pedestal Wt for Soil Pressure No: Use Pedestalwt forstability,mom & shear No: Allowablepressureincreaseper footofdepth =ksfwhenmax.lengthorwidthisgreater than =ft : = AddFtg Wt for Soil Pressure Yes Yes:Use ftgwt forstability,moments & shears when footingbaseisbelow ft pcf Increase Bearing ByFooting Weight =pcf Min. Overturning SafetyFactor = : 1 IncreasesbasedonfootingDepth0.750 = Soil/ConcreteFrictionCoeff. Ec : Concrete ElasticModulus = =Footingbasedepthbelowsoilsurface ft =Allowpress.increaseper footofdepth ksf = : 11.0Min. Sliding SafetyFactor = = ConcreteDensity = Min Allow%TempReinf. ksif'c : Concrete28daystrength fy : Rebar Yield ksi Min Steel% BendingReinf. # Dimensions Widthparallel to X-X Axis 3.0 ft Lengthparallel toZ-Z Axis = 3.0 ft =Pedestaldimensions... px : parallel to X-X Axis in pz : parallel toZ-Z Axis in Height == in FootingThickness = 12.0 in= RebarCenterline to EdgeofConcrete...=inat Bottomof footing 3.0 Reinforcing # Barsparallel to X-X Axis Reinforcing Bar Size = 4Numberof Bars = 4.0 Barsparallel toZ-Z Axis Reinforcing Bar Size=4Numberof Bars =4.0 BandwidthDistributionCheck(ACI15.4.4.2) DirectionRequiringCloser Separation n/a # Barsrequiredwithinzone n/a # Barsrequiredoneachsideofzone n/a AppliedLoads 4.0 8.0 D Lr ksf L S P : ColumnLoad OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 83 of 98 GeneralFooting HODGEENGINEERING INCLic.#: KW-06007122 DESCRIPTION:36" footing - 1500 psf soil Hodge Engineering, Inc 3733Rosedale St. Suite200 GigHarbor, WA. 98335 253-857-7055 SoftwarecopyrightENERCALC, INC. 1983-2019,Build:12.19.11.30 . File= C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018FootingPad Calcs.ec6 . PASS n/aSliding- X-X 0.0k 0.0k No Sliding PASS n/aSliding-Z-Z 0.0k 0.0k No Sliding DESIGNSUMMARY DesignOK GoverningLoadCombinationMin.RatioItem Applied Capacity PASS 0.9853 Soil Bearing 1.478ksf 1.50ksf +D+S PASS n/aOverturning- X-X 0.0k-ft 0.0k-ft No Overturning PASS n/aOverturning-Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k NoUplift PASS 0.2390 ZFlexure(+X)2.492k-ft/ft 10.424k-ft/ft+1.20D+1.60S PASS 0.2390 ZFlexure(-X)2.492k-ft/ft 10.424k-ft/ft+1.20D+1.60S PASS 0.2390 XFlexure(+Z)2.492k-ft/ft 10.424k-ft/ft+1.20D+1.60S PASS 0.2390 XFlexure(-Z)2.492k-ft/ft 10.424k-ft/ft+1.20D+1.60S PASS 0.20511-way Shear(+X)15.380psi 75.0psi +1.20D+1.60S PASS 0.20511-way Shear(-X)15.380psi 75.0psi +1.20D+1.60S PASS 0.20511-way Shear(+Z)15.380psi 75.0psi +1.20D+1.60S PASS 0.20511-way Shear(-Z)15.380psi 75.0psi +1.20D+1.60S PASS 0.36972-way Punching 55.457psi 150.0psi +1.20D+1.60S Detailed Results RotationAxis &ZeccXecc Actual SoilBearing Stress @ Location Actual / Allow SoilBearing (in)GrossAllowable BottomLeft TopLeft TopRightBottomRight RatioLoadCombination... ,D Only 0.000 ,0.0 deg CCW 1.50 0.58940.5894 0.5894 0.5894 0.3930.00.0 , +D+S 0.000 ,0.0 deg CCW 1.50 1.4781.478 1.478 1.478 0.9850.00.0 , +D+0.750S 0.000 ,0.0 deg CCW 1.50 1.2561.256 1.256 1.256 0.8370.00.0 , +0.60D 0.000 ,0.0 deg CCW 1.50 0.35370.3537 0.3537 0.3537 0.2360.00.0 RotationAxis & Overturning Stability LoadCombination...StatusOverturningMomentResistingMomentStabilityRatio FootingHasNO Overturning ForceApplicationAxis Sliding Stability Allunits k LoadCombination...StatusSlidingForceResistingForceStabilityRatio FootingHasNO Sliding FlexureAxis&LoadCombination in^2 in^2 in^2 k-ft AsReq'd FootingFlexure Tension k-ft ActualAs StatusMuSide Surface Gvrn.As Phi*Mn X-X, +1.40D 0.9655 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.40D 0.9655 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D 0.8276 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D 0.8276 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+0.50S 1.348 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+0.50S 1.348 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+1.60S 2.492 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+1.60S 2.492 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+0.70S 1.556 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+0.70S 1.556 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +0.90D 0.6207 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +0.90D 0.6207 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK Z-Z, +1.40D 0.9655 -X Bottom 0.2592 Min Temp %0.2667 10.424 OK Z-Z, +1.40D 0.9655 +X Bottom 0.2592 Min Temp %0.2667 10.424 OK Z-Z, +1.20D 0.8276 -X Bottom 0.2592 Min Temp %0.2667 10.424 OK Z-Z, +1.20D 0.8276 +X Bottom 0.2592 Min Temp %0.2667 10.424 OK 84 of 98 GeneralFooting HODGEENGINEERING INCLic.#: KW-06007122 DESCRIPTION:42" footing - 1500 psf soil Hodge Engineering, Inc 3733Rosedale St. Suite200 GigHarbor, WA. 98335 253-857-7055 SoftwarecopyrightENERCALC, INC. 1983-2019,Build:12.19.11.30 . File= C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018FootingPad Calcs.ec6 . Code References Calculationsper ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil PassiveResistance(for Sliding) 1.0 = Increasesbasedonfootingplandimension Add Pedestal Wt for Soil Pressure No: Use Pedestalwt forstability,mom & shear No: Allowablepressureincreaseper footofdepth =ksfwhenmax.lengthorwidthisgreater than =ft : = AddFtg Wt for Soil Pressure Yes Yes:Use ftgwt forstability,moments & shears when footingbaseisbelow ft pcf Increase Bearing ByFooting Weight =pcf Min. Overturning SafetyFactor = : 1 IncreasesbasedonfootingDepth0.750 = Soil/ConcreteFrictionCoeff. Ec : Concrete ElasticModulus = =Footingbasedepthbelowsoilsurface ft =Allowpress.increaseper footofdepth ksf = : 11.0Min. Sliding SafetyFactor = = ConcreteDensity = Min Allow%TempReinf. ksif'c : Concrete28daystrength fy : Rebar Yield ksi Min Steel% BendingReinf. # Dimensions Widthparallel to X-X Axis 3.50 ft Lengthparallel toZ-Z Axis = 3.50 ft =Pedestaldimensions... px : parallel to X-X Axis in pz : parallel toZ-Z Axis in Height == in FootingThickness = 12.0 in= RebarCenterline to EdgeofConcrete...=inat Bottomof footing 3.0 Reinforcing # Barsparallel to X-X Axis Reinforcing Bar Size = 4Numberof Bars = 5.0 Barsparallel toZ-Z Axis Reinforcing Bar Size=4Numberof Bars =5.0 BandwidthDistributionCheck(ACI15.4.4.2) DirectionRequiringCloser Separation n/a # Barsrequiredwithinzone n/a # Barsrequiredoneachsideofzone n/a AppliedLoads 6.50 10.0 D Lr ksf L S P : ColumnLoad OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 85 of 98 GeneralFooting HODGEENGINEERING INCLic.#: KW-06007122 DESCRIPTION:42" footing - 1500 psf soil Hodge Engineering, Inc 3733Rosedale St. Suite200 GigHarbor, WA. 98335 253-857-7055 SoftwarecopyrightENERCALC, INC. 1983-2019,Build:12.19.11.30 . File= C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018FootingPad Calcs.ec6 . PASS n/aSliding- X-X 0.0k 0.0k No Sliding PASS n/aSliding-Z-Z 0.0k 0.0k No Sliding DESIGNSUMMARY DesignOK GoverningLoadCombinationMin.RatioItem Applied Capacity PASS 0.9947 Soil Bearing 1.492ksf 1.50ksf +D+S PASS n/aOverturning- X-X 0.0k-ft 0.0k-ft No Overturning PASS n/aOverturning-Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k NoUplift PASS 0.3026 ZFlexure(+X)3.371k-ft/ft 11.139k-ft/ft+1.20D+1.60S PASS 0.3026 ZFlexure(-X)3.371k-ft/ft 11.139k-ft/ft+1.20D+1.60S PASS 0.3026 XFlexure(+Z)3.371k-ft/ft 11.139k-ft/ft+1.20D+1.60S PASS 0.3026 XFlexure(-Z)3.371k-ft/ft 11.139k-ft/ft+1.20D+1.60S PASS 0.27591-way Shear(+X)20.690psi 75.0psi +1.20D+1.60S PASS 0.27591-way Shear(-X)20.690psi 75.0psi +1.20D+1.60S PASS 0.27591-way Shear(+Z)20.690psi 75.0psi +1.20D+1.60S PASS 0.27591-way Shear(-Z)20.690psi 75.0psi +1.20D+1.60S PASS 0.50772-way Punching 76.162psi 150.0psi +1.20D+1.60S Detailed Results RotationAxis &ZeccXecc Actual SoilBearing Stress @ Location Actual / Allow SoilBearing (in)GrossAllowable BottomLeft TopLeft TopRightBottomRight RatioLoadCombination... ,D Only 0.000 ,0.0 deg CCW 1.50 0.67560.6756 0.6756 0.6756 0.4500.00.0 , +D+S 0.000 ,0.0 deg CCW 1.50 1.4921.492 1.492 1.492 0.9950.00.0 , +D+0.750S 0.000 ,0.0 deg CCW 1.50 1.2881.288 1.288 1.288 0.8590.00.0 , +0.60D 0.000 ,0.0 deg CCW 1.50 0.40540.4054 0.4054 0.4054 0.2700.00.0 RotationAxis & Overturning Stability LoadCombination...StatusOverturningMomentResistingMomentStabilityRatio FootingHasNO Overturning ForceApplicationAxis Sliding Stability Allunits k LoadCombination...StatusSlidingForceResistingForceStabilityRatio FootingHasNO Sliding FlexureAxis&LoadCombination in^2 in^2 in^2 k-ft AsReq'd FootingFlexure Tension k-ft ActualAs StatusMuSide Surface Gvrn.As Phi*Mn X-X, +1.40D 1.506 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.40D 1.506 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D 1.291 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D 1.291 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+0.50S 1.941 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+0.50S 1.941 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+1.60S 3.371 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+1.60S 3.371 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+0.70S 2.201 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+0.70S 2.201 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +0.90D 0.9683 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +0.90D 0.9683 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK Z-Z, +1.40D 1.506 -X Bottom 0.2592 Min Temp %0.2857 11.139 OK Z-Z, +1.40D 1.506 +X Bottom 0.2592 Min Temp %0.2857 11.139 OK Z-Z, +1.20D 1.291 -X Bottom 0.2592 Min Temp %0.2857 11.139 OK Z-Z, +1.20D 1.291 +X Bottom 0.2592 Min Temp %0.2857 11.139 OK 86 of 98 GeneralFooting HODGEENGINEERING INCLic.#: KW-06007122 DESCRIPTION:48" footing - 1500 psf soil Hodge Engineering, Inc 3733Rosedale St. Suite200 GigHarbor, WA. 98335 253-857-7055 SoftwarecopyrightENERCALC, INC. 1983-2019,Build:12.19.11.30 . File= C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018FootingPad Calcs.ec6 . Code References Calculationsper ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil PassiveResistance(for Sliding) 1.0 = Increasesbasedonfootingplandimension Add Pedestal Wt for Soil Pressure No: Use Pedestalwt forstability,mom & shear No: Allowablepressureincreaseper footofdepth =ksfwhenmax.lengthorwidthisgreater than =ft : = AddFtg Wt for Soil Pressure No Yes:Use ftgwt forstability,moments & shears when footingbaseisbelow ft pcf Increase Bearing ByFooting Weight =pcf Min. Overturning SafetyFactor = : 1 IncreasesbasedonfootingDepth0.750 = Soil/ConcreteFrictionCoeff. Ec : Concrete ElasticModulus = =Footingbasedepthbelowsoilsurface ft =Allowpress.increaseper footofdepth ksf = : 11.0Min. Sliding SafetyFactor = = ConcreteDensity = Min Allow%TempReinf. ksif'c : Concrete28daystrength fy : Rebar Yield ksi Min Steel% BendingReinf. # Dimensions Widthparallel to X-X Axis 4.0 ft Lengthparallel toZ-Z Axis = 3.50 ft =Pedestaldimensions... px : parallel to X-X Axis in pz : parallel toZ-Z Axis in Height == in FootingThickness = 12.0 in= RebarCenterline to EdgeofConcrete...=inat Bottomof footing 3.0 Reinforcing # Barsparallel to X-X Axis Reinforcing Bar Size = 4Numberof Bars = 6.0 Barsparallel toZ-Z Axis Reinforcing Bar Size=4Numberof Bars =6.0 BandwidthDistributionCheck(ACI15.4.4.2) DirectionRequiringCloser Separation BarsalongZ-Z Axis # Barsrequiredwithinzone 93.3 % # Barsrequiredoneachsideofzone 6.7 % AppliedLoads 8.0 13.0 D Lr ksf L S P : ColumnLoad OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 87 of 98 GeneralFooting HODGEENGINEERING INCLic.#: KW-06007122 DESCRIPTION:48" footing - 1500 psf soil Hodge Engineering, Inc 3733Rosedale St. Suite200 GigHarbor, WA. 98335 253-857-7055 SoftwarecopyrightENERCALC, INC. 1983-2019,Build:12.19.11.30 . File= C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018FootingPad Calcs.ec6 . PASS n/aSliding- X-X 0.0k 0.0k No Sliding PASS n/aSliding-Z-Z 0.0k 0.0k No Sliding DESIGNSUMMARY DesignOK GoverningLoadCombinationMin.RatioItem Applied Capacity PASS 1.0Soil Bearing 1.50ksf 1.50ksf +D+S PASS n/aOverturning- X-X 0.0k-ft 0.0k-ft No Overturning PASS n/aOverturning-Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k NoUplift PASS 0.3405 ZFlexure(+X)4.517k-ft/ft 13.263k-ft/ft+1.20D+1.60S PASS 0.3405 ZFlexure(-X)4.517k-ft/ft 13.263k-ft/ft+1.20D+1.60S PASS 0.2962 XFlexure(+Z)3.458k-ft/ft 11.674k-ft/ft+1.20D+1.60S PASS 0.2962 XFlexure(-Z)3.458k-ft/ft 11.674k-ft/ft+1.20D+1.60S PASS 0.34571-way Shear(+X)25.928psi 75.0psi +1.20D+1.60S PASS 0.34571-way Shear(-X)25.928psi 75.0psi +1.20D+1.60S PASS 0.28301-way Shear(+Z)21.224psi 75.0psi +1.20D+1.60S PASS 0.28301-way Shear(-Z)21.224psi 75.0psi +1.20D+1.60S PASS 0.60072-way Punching 90.112psi 150.0psi +1.20D+1.60S Detailed Results RotationAxis &ZeccXecc Actual SoilBearing Stress @ Location Actual / Allow SoilBearing (in)GrossAllowable BottomLeft TopLeft TopRightBottomRight RatioLoadCombination... ,D Only 0.000 ,0.0 deg CCW 1.50 0.57140.5714 0.5714 0.5714 0.3810.00.0 , +D+S 0.000 ,0.0 deg CCW 1.50 1.501.50 1.50 1.50 1.0000.00.0 , +D+0.750S 0.000 ,0.0 deg CCW 1.50 1.2681.268 1.268 1.268 0.8450.00.0 , +0.60D 0.000 ,0.0 deg CCW 1.50 0.34290.3429 0.3429 0.3429 0.2290.00.0 RotationAxis & Overturning Stability LoadCombination...StatusOverturningMomentResistingMomentStabilityRatio FootingHasNO Overturning ForceApplicationAxis Sliding Stability Allunits k LoadCombination...StatusSlidingForceResistingForceStabilityRatio FootingHasNO Sliding FlexureAxis&LoadCombination in^2 in^2 in^2 k-ft AsReq'd FootingFlexure Tension k-ft ActualAs StatusMuSide Surface Gvrn.As Phi*Mn X-X, +1.40D 1.274 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.40D 1.274 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D 1.092 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D 1.092 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+0.50S 1.831 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+0.50S 1.831 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+1.60S 3.458 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+1.60S 3.458 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+0.70S 2.127 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+0.70S 2.127 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +0.90D 0.8190 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +0.90D 0.8190 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK Z-Z, +1.40D 1.664 -X Bottom 0.2592 Min Temp %0.3429 13.263 OK Z-Z, +1.40D 1.664 +X Bottom 0.2592 Min Temp %0.3429 13.263 OK Z-Z, +1.20D 1.426 -X Bottom 0.2592 Min Temp %0.3429 13.263 OK Z-Z, +1.20D 1.426 +X Bottom 0.2592 Min Temp %0.3429 13.263 OK 88 of 98 ConcreteBeam HODGEENGINEERING INCLic.#: KW-06007122 DESCRIPTION:12" footing with 6" stem wall 1500 psf soil, 2500 psi concrete Hodge Engineering, Inc 3733Rosedale St. Suite200 GigHarbor, WA. 98335 253-857-7055 SoftwarecopyrightENERCALC, INC. 1983-2019,Build:12.19.11.30 . File= C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018FootingPad Calcs.ec6 . CODE REFERENCES Calculationsper ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 MaterialProperties 2.50 7.50 145.0 ElasticModulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 3= =0.90 0.750 f'c ksi fy-MainRebar ksi Density 1/2 = fr = f'c *375.0 pcf E-MainRebar ksi psi =1.0lLtWtFactor Fy- Stirrups ksi == = E- Stirrups ksi b 0.850 == = Shear : Stirrup Bar Size # NumberofResistingLegs Per Stirrup Phi Values Flexure : y f CrossSection & Reinforcing Details InvertedTee Section, Stem Width = 6.0in,TotalHeight = 18.0in,TopFlange Width = 12.0in,FlangeThickness = 6.0in Span#1Reinforcing.... 2-#4at3.0in from Bottom, from0.0 to5.0 ft in thisspan 1-#4at3.0in fromTop, from0.0 to5.0 ft in thisspan Beam self weight calculated and added to loads Load for Span Number 1 UniformLoad :D = 0.0150, S = 0.030ksf,Tributary Width = 15.0 ft, (Roof) UniformLoad :D = 0.010,L = 0.040ksf,Tributary Width = 7.0 ft, (Floor) PointLoad :D = 3.0, S = 7.0k@2.50 ft DesignOKDESIGNSUMMARY Maximum Bending Stress Ratio =0.892 : 1 Span#wheremaximumoccurs Span# 1 Locationofmaximumonspan 2.505 ft Mn* Phi : Allowable 25.551 k-ft Typical SectionSectionused for this span Mu : Applied 22.804 k-ft Maximum Deflection 0 <360.0 9596 Ratio =0 <180.0 MaxDownwardTransientDeflection 0.003 in 19795Ratio =>=360.0 MaxUpwardTransientDeflection 0.000 in Ratio = MaxDownwardTotalDeflection 0.006 in Ratio =>=180.0MaxUpwardTotalDeflection0.000 in LoadCombination Support 1 Support 2 Vertical Reactions Supportnotation : Far left is#1 OverallMAXimum 7.2257.225 OverallMINimum 0.7000.700 DOnly 2.6002.600 +D+L 3.3003.300 +D+S 7.2257.225 +D+0.750L 3.1253.125 +D+0.750L+0.750S 6.5946.594 +0.60D 1.5601.560 LOnly 0.7000.700 SOnly 4.6254.625 89 of 98 ConcreteBeam HODGEENGINEERING INCLic.#: KW-06007122 DESCRIPTION:12" footing with 6" stem wall 1500 psf soil, 2500 psi concrete Hodge Engineering, Inc 3733Rosedale St. Suite200 GigHarbor, WA. 98335 253-857-7055 SoftwarecopyrightENERCALC, INC. 1983-2019,Build:12.19.11.30 . File= C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018FootingPad Calcs.ec6 . Span # BendingStressResults ( k-ft )Location (ft)LoadCombination Mu : Max StressRatioSegmentPhi*MnxalongBeam +1.20D+0.50L+0.50S Span# 1 1 5.000 11.65 25.55 0.46 +1.20D+0.50L+0.70S Span# 1 1 5.000 13.68 25.55 0.54 +0.90D Span# 1 1 5.000 4.61 25.55 0.18 Location inSpan (ft)LoadCombinationMax."-"Defl (in)Location inSpan (ft)LoadCombination Span Max."+"Defl (in) OverallMaximum Deflections +D+S 1 0.0063 2.500 0.0000 0.000 90 of 98 ConcreteBeam HODGEENGINEERING INCLic.#: KW-06007122 Hodge Engineering, Inc 3733Rosedale St. Suite200 GigHarbor, WA. 98335 253-857-7055 SoftwarecopyrightENERCALC, INC. 1983-2019,Build:12.19.11.30 . File= C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018FootingPad Calcs.ec6 . DESCRIPTION:15" footing with " stem wall 1500 psf soil, 2500 psi concrete CODE REFERENCES Calculationsper ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 MaterialProperties 2.50 7.50 145.0 ElasticModulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 3= =0.90 0.750 f'c ksi fy-MainRebar ksi Density 1/2 = fr = f'c *375.0 pcf E-MainRebar ksi psi =1.0lLtWtFactor Fy- Stirrups ksi == = E- Stirrups ksi b 0.850 == = Shear : Stirrup Bar Size # NumberofResistingLegs Per Stirrup Phi Values Flexure : y f CrossSection & Reinforcing Details InvertedTee Section, Stem Width = 8.0in,TotalHeight = 18.0in,TopFlange Width = 15.0in,FlangeThickness = 6.0in Span#1Reinforcing.... 2-#4at3.0in from Bottom, from0.0 to5.0 ft in thisspan 1-#4at3.0in fromTop, from0.0 to5.0 ft in thisspan Beam self weight calculated and added to loads Load for Span Number 1 UniformLoad :D = 0.0150, S = 0.030ksf,Tributary Width = 15.0 ft, (Roof) UniformLoad :D = 0.010,L = 0.040ksf,Tributary Width = 7.0 ft, (Floor) PointLoad :D = 3.0, S = 7.0k@2.50 ft, (PointLoad) DesignOKDESIGNSUMMARY Maximum Bending Stress Ratio =0.868 : 1 Span#wheremaximumoccurs Span# 1 Locationofmaximumonspan 2.495 ft Mn* Phi : Allowable 26.452 k-ft Typical SectionSectionused for this span Mu : Applied 22.962 k-ft Maximum Deflection 0 <360.0 16719 Ratio =0 <180.0 MaxDownwardTransientDeflection 0.002 in 25683Ratio =>=360.0 MaxUpwardTransientDeflection 0.000 in Ratio = MaxDownwardTotalDeflection 0.004 in Ratio =>=180.0MaxUpwardTotalDeflection0.000 in LoadCombination Support 1 Support 2 Vertical Reactions Supportnotation : Far left is#1 OverallMAXimum 7.3317.331 OverallMINimum 0.7000.700 DOnly 2.7062.706 +D+L 3.4063.406 +D+S 7.3317.331 +D+0.750L 3.2313.231 +D+0.750L+0.750S 6.6996.699 +0.60D 1.6231.623 LOnly 0.7000.700 SOnly 4.6254.625 91 of 98 ConcreteBeam HODGEENGINEERING INCLic.#: KW-06007122 DESCRIPTION:15" footing with " stem wall 1500 psf soil, 2500 psi concrete Hodge Engineering, Inc 3733Rosedale St. Suite200 GigHarbor, WA. 98335 253-857-7055 SoftwarecopyrightENERCALC, INC. 1983-2019,Build:12.19.11.30 . File= C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018FootingPad Calcs.ec6 . Span # BendingStressResults ( k-ft )Location (ft)LoadCombination Mu : Max StressRatioSegmentPhi*MnxalongBeam +1.20D+0.50L+0.50S Span# 1 1 5.000 11.81 26.45 0.45 +1.20D+0.50L+0.70S Span# 1 1 5.000 13.84 26.45 0.52 +0.90D Span# 1 1 5.000 4.73 26.45 0.18 Location inSpan (ft)LoadCombinationMax."-"Defl (in)Location inSpan (ft)LoadCombination Span Max."+"Defl (in) OverallMaximum Deflections +D+S 1 0.0036 2.500 0.0000 0.000 92 of 98 Hodge Engineering, Inc. 3733Rosedale St. Ste.200 GigHarbor,WA.98335 Title :6'Unrestrained40psf Surcharge Dsgnr:JEH Page : 1 Description.... 6'Unrestrainedwall ThisWallinFile:C:\Users\johnhodge\Documents\RetainPro10 ProjectFiles\unrestrainedwalls2.RPX RetainPro(c)1987-2019, Build11.20.03.31 CantileveredRetainingWall Code: IBC 2018,ACI318-14,TMS402-16License: KW-06053958LicenseTo:HODGE ENGINEERING ProjectName/Number:unrestrained 6.00 0.50 0.00 12.00 1,500.0 35.0 0.0 300.0 Criteria Soil Data RetainedHeight =ft Wallheightabove soil=ft ActiveHeel Pressure =psf/ftSlope BehindWall Heightof SoiloverToe in Waterheightoverheel=ft = = 110.00=pcf = SoilDensity,Heel = Passive Pressure=psf/ft Allow Soil Bearing=psf SoilDensity,Toe 110.00pcf Footing||SoilFriction =0.350 Soilheight toignore forpassivepressure=0.00in EquivalentFluid PressureMethod SurchargeLoads AdjacentFootingLoad LoadType 40.0 LateralLoad =0.0#/ft 0.0 100.0 200.0 0.0 AxialLoadAppliedtoStem Wall toFtgCLDist=0.00ft Windon Exposed Stem psf0.0= LateralLoadAppliedtoStem SurchargeOverHeel =psf AdjacentFooting Load =0.0lbs AxialDead Load (ServiceLevel) =lbs FootingType LineLoad SurchargeOverToe psf FootingWidth =0.00ft...Height toTop =0.00ft Eccentricity =0.00in...Height to Bottom=0.00ft UsedToResistSliding & Overturning Used for Sliding & Overturning =0.0ft AxialLive Load = Base Above/Below Soil lbs = AxialLoad Eccentricity ==Poisson'sRatio 0.300 at BackofWall in (ServiceLevel) Wind(W)= DesignSummary Wall StabilityRatios Overturning =2.07OK Sliding =1.55OK Total Bearing Load =2,391lbs ...resultantecc.=6.69in Soil Pressure@Toe =1,488psfOK Soil Pressure@Heel =0psfOK Allowable =1,500 psf Soil PressureLessThan Allowable ACIFactored@Toe =2,083psf ACIFactored@Heel =0psf Footing Shear@Toe =19.0psiOK Footing Shear@Heel =9.2psiOK Allowable =75.0psi SlidingCalcs Lateral SlidingForce =883.3lbs less100% PassiveForce less100%FrictionForce AddedForceReq'd ....for1.5 Stability= 0.0= 766.8 600.0 = = 0.0 - lbs lbs lbsOK lbsOK - Masonry BlockType =MediumWeight Stem Construction 3rd 2nd Stem OKStem OK Stem OK Bottom Shear.....Actual DesignHeightAboveFtg =3.50ft 1.000.00 WallMaterial Above "Ht"=Concrete Concrete Concrete Thickness =8.008.008.00 Rebar Size =###444 Rebar Spacing =12.0012.0012.00 Rebar Placedat =Center Center Center DesignData fb/FB+ fa/Fa =0.0610.4190.703 TotalForce@ Section =lbs Moment....Actual =ft-# Moment.....Allowable=3,387.6 3,387.6 3,387.6ft-# =psi Shear.....Allowable=75.0 75.0psi 75.0 WallWeight =100.0 100.0psf 100.0 RebarDepth'd'=4.00in 4.00 4.00 MasonryData f'm =psi Fs =psi SolidGrouting = ModularRatio'n'= ShortTermFactor= Equiv. SolidThick.= ConcreteData f'c =2,500.0 2,500.0psi 2,500.0 Fy =60,000.0 60,000.0 MasonryDesignMethod ASD= LoadFactors BuildingCode IBC2018,ACI DeadLoad 1.200 LiveLoad 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi 60,000.0 ServiceLevel =225.9 801.8lbs 1,130.2StrengthLevel ServiceLevel StrengthLevel =209.5 1,421.2 2,382.5ft-# ServiceLevel StrengthLevel =4.7 16.7 23.5psi DesignMethod =LRFD LRFD LRFD Vertical componentofactivelateral soilpressure IS NOT consideredin the calculationof soilbearing Anet(Masonry)=in2 93 of 98 Hodge Engineering, Inc. 3733Rosedale St. Ste.200 GigHarbor,WA.98335 Title :6'Unrestrained40psf Surcharge Dsgnr:JEH Page : 2 Description.... 6'Unrestrainedwall ThisWallinFile:C:\Users\johnhodge\Documents\RetainPro10 ProjectFiles\unrestrainedwalls2.RPX RetainPro(c)1987-2019, Build11.20.03.31 CantileveredRetainingWall Code: IBC 2018,ACI318-14,TMS402-16License: KW-06053958LicenseTo:HODGE ENGINEERING ProjectName/Number:unrestrained ConcreteStem RebarArea Details 3rd Stem VerticalReinforcing HorizontalReinforcing As(basedonappliedmoment) :0.0126in2/ft (4/3)* As :0.0169in2/ft Min StemT&SReinf Area0.576in2 200bd/fy : 200(12)(4)/60000 :0.16in2/ft Min StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ft HorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.1728in2/ft #4@12.50in #4@25.00in Provided Area :0.2in2/ft #5@19.38in #5@38.75in Maximum Area :0.5419in2/ft #6@27.50in #6@55.00in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ 2nd Stem VerticalReinforcing HorizontalReinforcing As(basedonappliedmoment) :0.0858in2/ft (4/3)* As :0.1144in2/ft Min StemT&SReinf Area0.480in2 200bd/fy : 200(12)(4)/60000 :0.16in2/ft Min StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ft HorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.1728in2/ft #4@12.50in #4@25.00in Provided Area :0.2in2/ft #5@19.38in #5@38.75in Maximum Area :0.5419in2/ft #6@27.50in #6@55.00in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ Bottom Stem VerticalReinforcing HorizontalReinforcing As(basedonappliedmoment) :0.1438in2/ft (4/3)* As :0.1918in2/ft Min StemT&SReinf Area0.192in2 200bd/fy : 200(12)(4)/60000 :0.16in2/ft Min StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ft HorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.16in2/ft #4@12.50in #4@25.00in Provided Area :0.2in2/ft #5@19.38in #5@38.75in Maximum Area :0.5419in2/ft #6@27.50in #6@55.00in 1.30 1.96 9.00 FootingTorsion,Tu ==ft-lbs0.00Min. As % Footing Allow.Torsion,phiTu 0.0018 =ft-lbs Footing Data Iftorsionexceedsallowable,provide f'c 0.00 =2,500psi ToeWidth =ft HeelWidth = KeyDistance fromToe KeyDepth KeyWidth =in =in = 8.00 3.00 1.30ft FootingThickness =in 3.26= Cover@Top =2.00 in@ Btm.=3.00in TotalFootingWidth =150.00pcfFootingConcreteDensity Fy=60,000psi Footing Design Results Key: = phiMn=phi'5'lambda'sqrt(fc)'Sm Factored Pressure Mu' : Upward Mu' : Downward Mu:Design Actual1-Way Shear Allow1-Way Shear Toe:#4@12.34in,#5@19.13in,#6@27.16in,#7@37.03in,#8@48.76in,#9@ 6 phiMn=phi'5'lambda'sqrt(fc)'Sm =#4@13.89in = = = = = 2,083 18,171 2,691 1,290 19.05 75.00 Heel: 0 211 831 620 9.24 40.00 HeelToe psf ft-# ft-# ft-# psi psi HeelReinforcing =None Spec'd Other Acceptable Sizes & Spacings KeyReinforcing ToeReinforcing =#4@12.00in Min footingT&Sreinf Area Min footingT&Sreinf Areaper foot Ifonelayerofhorizontalbars: 0.63 0.19 #4@12.35in #5@19.14in #6@27.16in in2 in2 /ft If twolayersofhorizontalbars: #4@24.69in #5@38.27in #6@54.32in supplementaldesignforfootingtorsion. 94 of 98 Hodge Engineering, Inc. 3733Rosedale St. Ste.200 GigHarbor,WA.98335 Title :8'Unrestrained40psf Surcharge Dsgnr:JEH Page : 1 Description.... 8'Unrestrainedwall40psfsurcharge ThisWallinFile:C:\Users\johnhodge\Documents\RetainPro10 ProjectFiles\unrestrainedwalls2.RPX RetainPro(c)1987-2019, Build11.20.03.31 CantileveredRetainingWall Code: IBC 2018,ACI318-14,TMS402-16License: KW-06053958LicenseTo:HODGE ENGINEERING ProjectName/Number:unrestrained 8.00 0.50 0.00 12.00 1,515.0 35.0 0.0 300.0 Criteria Soil Data RetainedHeight =ft Wallheightabove soil=ft ActiveHeel Pressure =psf/ftSlope BehindWall Heightof SoiloverToe in Waterheightoverheel=ft = = 110.00=pcf = SoilDensity,Heel = Passive Pressure=psf/ft Allow Soil Bearing=psf SoilDensity,Toe 110.00pcf Footing||SoilFriction =0.350 Soilheight toignore forpassivepressure=0.00in EquivalentFluid PressureMethod SurchargeLoads AdjacentFootingLoad LoadType 40.0 LateralLoad =0.0#/ft 0.0 100.0 200.0 0.0 AxialLoadAppliedtoStem Wall toFtgCLDist=0.00ft Windon Exposed Stem psf0.0= LateralLoadAppliedtoStem SurchargeOverHeel =psf AdjacentFooting Load =0.0lbs AxialDead Load (ServiceLevel) =lbs FootingType LineLoad SurchargeOverToe psf FootingWidth =0.00ft...Height toTop =0.00ft Eccentricity =0.00in...Height to Bottom=0.00ft UsedToResistSliding & Overturning Used for Sliding & Overturning =0.0ft AxialLive Load = Base Above/Below Soil lbs = AxialLoad Eccentricity ==Poisson'sRatio 0.300 at BackofWall in (ServiceLevel) Wind(W)= DesignSummary Wall StabilityRatios Overturning =2.38OK Sliding =1.53OK Total Bearing Load =4,030lbs ...resultantecc.=7.50in Soil Pressure@Toe =1,514psfOK Soil Pressure@Heel =179psfOK Allowable =1,515 psf Soil PressureLessThan Allowable ACIFactored@Toe =2,120psf ACIFactored@Heel =251psf Footing Shear@Toe =19.7psiOK Footing Shear@Heel =11.6psiOK Allowable =75.0psi SlidingCalcs Lateral SlidingForce =1,532.0lbs less100% PassiveForce less100%FrictionForce AddedForceReq'd ....for1.5 Stability= 0.0= 1,340.3 1,001.0 = = 0.0 - lbs lbs lbsOK lbsOK - Masonry BlockType =MediumWeight Stem Construction 3rd 2nd Stem OKStem OK Stem OK Bottom Shear.....Actual DesignHeightAboveFtg =3.50ft 1.000.00 WallMaterial Above "Ht"=Concrete Concrete Concrete Thickness =8.008.008.00 Rebar Size =###555 Rebar Spacing =12.0012.0010.75 Rebar Placedat =Center Center Center DesignData fb/FB+ fa/Fa =0.2080.7290.970 TotalForce@ Section =lbs Moment....Actual =ft-# Moment.....Allowable=5,069.7 5,069.7 5,593.0ft-# =psi Shear.....Allowable=75.0 75.0psi 75.0 WallWeight =100.0 100.0psf 100.0 RebarDepth'd'=4.00in 4.00 4.00 MasonryData f'm =psi Fs =psi SolidGrouting = ModularRatio'n'= ShortTermFactor= Equiv. SolidThick.= ConcreteData f'c =2,500.0 2,500.0psi 2,500.0 Fy =60,000.0 60,000.0 MasonryDesignMethod ASD= LoadFactors BuildingCode IBC2018,ACI DeadLoad 1.200 LiveLoad 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi 60,000.0 ServiceLevel =658.6 1,514.5lbs 1,954.9StrengthLevel ServiceLevel StrengthLevel =1,056.7 3,700.2 5,430.3ft-# ServiceLevel StrengthLevel =13.7 31.6 40.7psi DesignMethod =LRFD LRFD LRFD Vertical componentofactivelateral soilpressure IS NOT consideredin the calculationof soilbearing Anet(Masonry)=in2 95 of 98 Hodge Engineering, Inc. 3733Rosedale St. Ste.200 GigHarbor,WA.98335 Title :8'Unrestrained40psf Surcharge Dsgnr:JEH Page : 2 Description.... 8'Unrestrainedwall40psfsurcharge ThisWallinFile:C:\Users\johnhodge\Documents\RetainPro10 ProjectFiles\unrestrainedwalls2.RPX RetainPro(c)1987-2019, Build11.20.03.31 CantileveredRetainingWall Code: IBC 2018,ACI318-14,TMS402-16License: KW-06053958LicenseTo:HODGE ENGINEERING ProjectName/Number:unrestrained ConcreteStem RebarArea Details 3rd Stem VerticalReinforcing HorizontalReinforcing As(basedonappliedmoment) :0.0638in2/ft (4/3)* As :0.0851in2/ft Min StemT&SReinf Area0.960in2 200bd/fy : 200(12)(4)/60000 :0.16in2/ft Min StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ft HorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.1728in2/ft #4@12.50in #4@25.00in Provided Area :0.31in2/ft #5@19.38in #5@38.75in Maximum Area :0.5419in2/ft #6@27.50in #6@55.00in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ 2nd Stem VerticalReinforcing HorizontalReinforcing As(basedonappliedmoment) :0.2234in2/ft (4/3)* As :0.2978in2/ft Min StemT&SReinf Area0.480in2 200bd/fy : 200(12)(4)/60000 :0.16in2/ft Min StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ft HorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.2234in2/ft #4@12.50in #4@25.00in Provided Area :0.31in2/ft #5@19.38in #5@38.75in Maximum Area :0.5419in2/ft #6@27.50in #6@55.00in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ Bottom Stem VerticalReinforcing HorizontalReinforcing As(basedonappliedmoment) :0.3278in2/ft (4/3)* As :0.4371in2/ft Min StemT&SReinf Area0.192in2 200bd/fy : 200(12)(4)/60000 :0.16in2/ft Min StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ft HorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.3278in2/ft #4@12.50in #4@25.00in Provided Area :0.346in2/ft #5@19.38in #5@38.75in Maximum Area :0.5419in2/ft #6@27.50in #6@55.00in 2.05 2.71 12.00 FootingTorsion,Tu ==ft-lbs0.00Min. As % Footing Allow.Torsion,phiTu 0.0018 =ft-lbs Footing Data Iftorsionexceedsallowable,provide f'c 0.00 =2,500psi ToeWidth =ft HeelWidth = KeyDistance fromToe KeyDepth KeyWidth =in =in = 8.00 7.00 2.05ft FootingThickness =in 4.76= Cover@Top =2.00 in@ Btm.=3.00in TotalFootingWidth =150.00pcfFootingConcreteDensity Fy=60,000psi Footing Design Results Key: = #4@13.88in,#5@18in,#6@18in,#7@18in,#8@18 i Factored Pressure Mu' : Upward Mu' : Downward Mu:Design Actual1-Way Shear Allow1-Way Shear Toe:#4@9.25in,#5@14.35in,#6@20.37in,#7@27.77in,#8@36.57in,#9@46 #4@9.25in,#5@14.35in,#6@20.37in,#7@27.77in,#8@36.57in,#9@46 =#4@13.89in = = = = = 2,120 46,526 7,837 3,224 19.69 75.00 Heel: 251 1,086 2,721 1,635 11.62 75.00 HeelToe psf ft-# ft-# ft-# psi psi HeelReinforcing =#4@18.00in Other Acceptable Sizes & Spacings KeyReinforcing ToeReinforcing =#4@9.26in Min footingT&Sreinf Area Min footingT&Sreinf Areaper foot Ifonelayerofhorizontalbars: 1.23 0.26 #4@9.26in #5@14.35in #6@20.37in in2 in2 /ft If twolayersofhorizontalbars: #4@18.52in #5@28.70in #6@40.74in supplementaldesignforfootingtorsion. 96 of 98 Hodge Engineering, Inc. 3733Rosedale St. Ste.200 GigHarbor,WA.98335 Title :10'Unrestrained40psf Surcharge Page : 1 Dsgnr:JEH Date:11 JUN2021 Description.... 10'Unrestrainedwallwith40psfsurcharge ThisWallinFile: c:\users\johnhodge\documents\retainpro10project files\unrestrainedwalls2.rpx RetainPro(c)1987-2019, Build11.20.03.31 CantileveredRetainingWall Code: IBC 2018,ACI318-14,TMS402-16License: KW-06053958LicenseTo:HODGE ENGINEERING ProjectName/Number:unrestrained 10.00 0.50 0.00 12.00 1,500.0 35.0 0.0 300.0 Criteria Soil Data RetainedHeight =ft Wallheightabove soil=ft ActiveHeel Pressure =psf/ftSlope BehindWall Heightof SoiloverToe in Waterheightoverheel=ft = = 110.00=pcf = SoilDensity,Heel = Passive Pressure=psf/ft Allow Soil Bearing=psf SoilDensity,Toe 110.00pcf Footing||SoilFriction =0.350 Soilheight toignore forpassivepressure=0.00in EquivalentFluid PressureMethod SurchargeLoads AdjacentFootingLoad LoadType 40.0 LateralLoad =0.0#/ft 0.0 0.0 0.0 0.0 AxialLoadAppliedtoStem Wall toFtgCLDist=0.00ft Windon Exposed Stem psf0.0= LateralLoadAppliedtoStem SurchargeOverHeel =psf AdjacentFooting Load =0.0lbs AxialDead Load (ServiceLevel) =lbs FootingType LineLoad SurchargeOverToe psf FootingWidth =0.00ft...Height toTop =0.00ft Eccentricity =0.00in...Height to Bottom=0.00ft UsedToResistSliding & Overturning Used for Sliding & Overturning =0.0ft AxialLive Load = Base Above/Below Soil lbs = AxialLoad Eccentricity ==Poisson'sRatio 0.300 at BackofWall in (ServiceLevel) Wind(W)= DesignSummary Wall StabilityRatios Overturning =2.64OK Sliding =1.53OK Total Bearing Load =5,600lbs ...resultantecc.=7.60in Soil Pressure@Toe =1,438psfOK Soil Pressure@Heel =351psfOK Allowable =1,500 psf Soil PressureLessThan Allowable ACIFactored@Toe =2,014psf ACIFactored@Heel =492psf Footing Shear@Toe =28.7psiOK Footing Shear@Heel =18.0psiOK Allowable =75.0psi SlidingCalcs Lateral SlidingForce =2,257.5lbs less100% PassiveForce less100%FrictionForce AddedForceReq'd ....for1.5 Stability= 0.0= 1,960.1 1,504.2 = = 0.0 - lbs lbs lbsOK lbsOK - Masonry BlockType =MediumWeight Stem Construction 3rd 2nd Stem OKStem OK Stem OK Bottom Shear.....Actual DesignHeightAboveFtg =3.50ft 1.000.00 WallMaterial Above "Ht"=Concrete Concrete Concrete Thickness =8.008.008.00 Rebar Size =###555 Rebar Spacing =9.009.009.00 Rebar Placedat =6.25 i 6.25 i 6.25 i DesignData fb/FB+ fa/Fa =0.2790.7110.965 TotalForce@ Section =lbs Moment....Actual =ft-# Moment.....Allowable=10,717.8 10,717.8 10,717.8ft-# =psi Shear.....Allowable=75.0 75.0psi 75.0 WallWeight =100.0 100.0psf 100.0 RebarDepth'd'=6.25in 6.25 6.25 MasonryData f'm =psi Fs =psi SolidGrouting = ModularRatio'n'= ShortTermFactor= Equiv. SolidThick.= ConcreteData f'c =2,500.0 2,500.0psi 2,500.0 Fy =60,000.0 60,000.0 MasonryDesignMethod ASD= LoadFactors BuildingCode IBC2018,ACI DeadLoad 1.200 LiveLoad 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi 60,000.0 ServiceLevel =1,315.4 2,451.3lbs 3,003.6StrengthLevel ServiceLevel StrengthLevel =2,993.3 7,628.7 10,351.5ft-# ServiceLevel StrengthLevel =17.5 32.7 40.0psi DesignMethod =LRFD LRFD LRFD Vertical componentofactivelateral soilpressure IS NOT consideredin the calculationof soilbearing Anet(Masonry)=in2 97 of 98 Hodge Engineering, Inc. 3733Rosedale St. Ste.200 GigHarbor,WA.98335 Title :10'Unrestrained40psf Surcharge Page : 2 Dsgnr:JEH Date:11 JUN2021 Description.... 10'Unrestrainedwallwith40psfsurcharge ThisWallinFile: c:\users\johnhodge\documents\retainpro10project files\unrestrainedwalls2.rpx RetainPro(c)1987-2019, Build11.20.03.31 CantileveredRetainingWall Code: IBC 2018,ACI318-14,TMS402-16License: KW-06053958LicenseTo:HODGE ENGINEERING ProjectName/Number:unrestrained ConcreteStem RebarArea Details 3rd Stem VerticalReinforcing HorizontalReinforcing As(basedonappliedmoment) :0.1121in2/ft (4/3)* As :0.1495in2/ft Min StemT&SReinf Area1.344in2 200bd/fy : 200(12)(6.25)/60000 :0.25in2/ft Min StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ft HorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.1728in2/ft #4@12.50in #4@25.00in Provided Area :0.4133in2/ft #5@19.38in #5@38.75in Maximum Area :0.8467in2/ft #6@27.50in #6@55.00in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ 2nd Stem VerticalReinforcing HorizontalReinforcing As(basedonappliedmoment) :0.2858in2/ft (4/3)* As :0.3811in2/ft Min StemT&SReinf Area0.480in2 200bd/fy : 200(12)(6.25)/60000 :0.25in2/ft Min StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ft HorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.2858in2/ft #4@12.50in #4@25.00in Provided Area :0.4133in2/ft #5@19.38in #5@38.75in Maximum Area :0.8467in2/ft #6@27.50in #6@55.00in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ Bottom Stem VerticalReinforcing HorizontalReinforcing As(basedonappliedmoment) :0.3878in2/ft (4/3)* As :0.5171in2/ft Min StemT&SReinf Area0.192in2 200bd/fy : 200(12)(6.25)/60000 :0.25in2/ft Min StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ft HorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.3878in2/ft #4@12.50in #4@25.00in Provided Area :0.4133in2/ft #5@19.38in #5@38.75in Maximum Area :0.8467in2/ft #6@27.50in #6@55.00in 2.80 3.46 12.00 FootingTorsion,Tu ==ft-lbs0.00Min. As % Footing Allow.Torsion,phiTu 0.0018 =ft-lbs Footing Data Iftorsionexceedsallowable,provide f'c 0.00 =2,500psi ToeWidth =ft HeelWidth = KeyDistance fromToe KeyDepth KeyWidth =in =in = 8.00 14.00 2.80ft FootingThickness =in 6.26= Cover@Top =2.00 in@ Btm.=3.00in TotalFootingWidth =150.00pcfFootingConcreteDensity Fy=60,000psi Footing Design Results Key: = #4@13.88in,#5@18in,#6@18in,#7@18in,#8@18 i Factored Pressure Mu' : Upward Mu' : Downward Mu:Design Actual1-Way Shear Allow1-Way Shear Toe:#4@9.25in,#5@14.35in,#6@20.37in,#7@27.77in,#8@36.57in,#9@46 #4@9.25in,#5@14.35in,#6@20.37in,#7@27.77in,#8@36.57in,#9@46 =#4@13.88in = = = = = 2,014 83,819 14,633 5,766 28.73 75.00 Heel: 492 2,808 6,113 3,305 17.96 75.00 HeelToe psf ft-# ft-# ft-# psi psi HeelReinforcing =#4@9.26in Other Acceptable Sizes & Spacings KeyReinforcing ToeReinforcing =#4@9.25in Min footingT&Sreinf Area Min footingT&Sreinf Areaper foot Ifonelayerofhorizontalbars: 1.62 0.26 #4@9.26in #5@14.35in #6@20.37in in2 in2 /ft If twolayersofhorizontalbars: #4@18.52in #5@28.70in #6@40.74in supplementaldesignforfootingtorsion. 98 of 98