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230501 - STAMPED CALCULATIONS (FLAT) - 12.05.23•„•‹¿··§ ›•„†»… § –‚† –…„» ¿‹» º ºŒ Ł øø 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 82 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 82 HodgeEngineering,Inc. JohnE.HodgeP.E. 3733RosedaleSt,Suite200,GigHarbor,WA98335 (253)857-7055 ASCE7-16:SnowLoadingCalculation Site:MeadowsLot ,BerghCtSE,Yelm,WA98597 Plan: Job:230 Threeresourcesfordeterminingsnowload: 1.SnowLoadAnalysis forWashington; 2nd Edition bytheStructuralEngineersAssociation ofWashington(SEAW).“Thisedition providesalargecolormap foreach halfofthe state,with normalizedgroundsnowloadisolinesandelevationcontoursto helpreadily determinethegroundsnowloadanywhereinthestate”. 2.WABO/SEAWWhitePaper#8“Guidelines forDeterminingSnowLoadsinWashington State”available on www.seaw.org/publications 3.ASCE 7-16Chapter7SnowLoads GroundSnowLoad pg: (ASCE 7-16 7.2Extremevaluestatisticalanalysis using 2%annual probability of beingexceeded) Normalizedgroundsnowload(NGSL)= 0.050 LotElevation= 355ft. fromGoogleEarth 1.Groundsnowload= NGSLxelevation= 0.050* 355=18psf= pg 2.SEAWSnowLoadAnalysis forWashingtonAppendixA= Yelm– 18 PSF(@340FT) RoofSnowLoad pf: ASCE 7-16 7.3Flatroofsnowload pf = 0.7CeCtIspg ASCE 7-16 7.3.1 Ce istheexposure factor=1.0forpartiallyexposedstructure(table 7.3-1) ASCE 7-16 7.3.2 Ct isthethermal factor=1.1for heatedresidences(table 7.3-2) ASCE 7-16 7.3.3 Is istheimportance factor= 1.0 forresidences(table 1.5-1) ASCE 7-16 7.4Slopedroofsnowloads -noroofslopereductionCstaken unless notedotherwise ASCE 7-16 7.6Trussedrooforslopeexceeding 7:12– no unbalancedsnowloading pf = 0.7CeCtIpg =0.7* 1.0*1.1* 1.0*18 pg = 14 psfFlatRoofSnowLoad Minimumroofsnowload 25 psf.,U.N.O.“Snowloadtobeapproved bytheauthority having jurisdiction…”ASCE 7-16 7.2 3 of 82 ˝ Ø ¿ƒ¿ﬁ…› ˛»–ﬁ‹ ˝‹¿†…¿ﬁ…˝æ˝ ØŒ ¿‹•‹«…»ŒŒŒ ˛•› ¿‹»„–ﬁ§–†„•‹«…»Œ ˝–•· ·¿›› »”¿«·‹ ł›»» ˝»‰‹•–† ·»“¿‹•–†ººØºŁØ ºŒ ”‹ ł˚ ŁŁ •†… ˛»›«·‹› •†… ˝»»…Ø ˚‡‚ §»¿ﬁ ˛ŒØ ˚‡‚ º§»¿ﬁ ˛Ø ˚‡‚ º§»¿ﬁ ˛ØØ ˚‡‚ §»¿ﬁ ˛Ł ˚‡‚ ¿‹¿ ˝–«ﬁ‰» ˝æ˝ ØŒ •„ Œ º ¿†… •„› ¿†… ˝»‰‹•–† Œ º ¿‹» ‰‰»››»… –† «„ ˚¿·«» ﬁ–“•…»… •› ›»‰–†… „«›‹ '•†… ›»»…› ¿‹ ”‹ ¿–“» „ﬁ–«†… ”–ﬁ ¤–›«ﬁ» ¿‹»„–ﬁ§ ¿›»… –† ·•†»¿ﬁ •†‹»ﬁ–·¿‹•–† »‹'»»† ‰–†‹–«ﬁ› •†… ›»»…› ¿ﬁ» •†‹»ﬁ–·¿‹»… •† ¿‰‰–ﬁ…¿†‰» '•‹‚ 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·•»…–•†‹·–¿…–ﬁ…•›‰–†‹•†«–«››‚»¿ﬁ·•†»”–ﬁ‰»ł·› ¸†”¿‰‹–ﬁ»……»¿…·–¿…ł·”·› ¸†”¿‰‹–ﬁ»…¿·•»…›‚»¿ﬁ·–¿…ł·” »“»·–” 8 of 82 ––…–ﬁ›r˝‚»¿ﬁ'¿··›˝˛ ˛ ˝ ––…–ﬁ›r˝‚»¿ﬁ'¿··›ł¸…¿‹»º ˛˙˝˝'›'¿§Ø ø ŒØø ø ºø ŒŒØø Łø ø ŒØø ø ºø Œ ŒØøŁ ø ø ŒØø ø ºø Œ ŒØøŁ ø ø ŒØø ø ºø Œ ŒØøŁ ø ø ø ŒŒØø ºø ø ŒØø ø ŒØø ø ºø ŒŒØø Łø ø ŒØø ø ºø Œ ŒØø Ł ø ø ŒØø ø ºø Œ ŒØø Ł ø ø ŒØø ø ºø Œ ŒØø Ł ø ø ŒØø ºø Œ ŒØø Ł ø ºø ºŒØø ºø ººø ºŒŒØø º –¿…›˝»•›‡•‰łˇ» –ﬁ‰»›ØıŒ ªˇ»ı˝…›ł˝ªł ª˝…›ª ·»¤•·»…•›‹ﬁ•«‹•–† ˚»ﬁ‹•‰¿·»·»‡»†‹ﬁ»ﬂ«•ﬁ»… –‡ﬁ»››•–†”–ﬁ‰»»¤•›‹› ¿‰‹–ﬁ»…‚–·……–'†”–ﬁ‰»ł·› ¿‰‹–ﬁ»…›‚»¿ﬁ·•†»”–ﬁ‰»ł·› ·•»…–•†‹·–¿…–ﬁ…•›‰–†‹•†«–«››‚»¿ﬁ·•†»”–ﬁ‰»ł·› ¸†”¿‰‹–ﬁ»……»¿…·–¿…ł·”·› ¸†”¿‰‹–ﬁ»…¿·•»…›‚»¿ﬁ·–¿…ł·” »“»·–” 9 of 82 ––…–ﬁ›r˝‚»¿ﬁ'¿··›˝˛ ˛ ˝ ––…–ﬁ›r˝‚»¿ﬁ'¿··›ł¸…¿‹»º ˛˙˝˝'›'¿§Ø ø ŒØø ø ºø ŒŒØø Łø ø ŒØø ø ºø Œ ŒØøŁ ø ø ŒØø ø ºø Œ ŒØøŁ ø ø ŒØø ø ºø Œ ŒØøŁ ø ø ø ŒŒØø ºø ø ŒØø ø ŒØø ø ºø ŒŒØø Łø ø ŒØø ø ºø Œ ŒØø Ł ø ø ŒØø ø ºø Œ ŒØø Ł ø ø ŒØø ø ºø Œ ŒØø Ł ø ø ŒØø ºø Œ ŒØø Ł ø ºø ºŒØø ºø ººø ºŒŒØø Ø ºº ºººº –¿…›•ﬁ»‰‹•–†¿·¿›»•†…ł –ﬁ‰»›ŒıŒ ·»¤•·»…•›‹ﬁ•«‹•–† ˚»ﬁ‹•‰¿·»·»‡»†‹ﬁ»ﬂ«•ﬁ»… –‡ﬁ»››•–†”–ﬁ‰»»¤•›‹› ¿‰‹–ﬁ»…‚–·……–'†”–ﬁ‰»ł·› ¿‰‹–ﬁ»…›‚»¿ﬁ·•†»”–ﬁ‰»ł·› ·•»…–•†‹·–¿…–ﬁ…•›‰–†‹•†«–«››‚»¿ﬁ·•†»”–ﬁ‰»ł·› ¸†”¿‰‹–ﬁ»…«·•”‹'•†…·–¿…ł·”·› ¸†”¿‰‹–ﬁ»……»¿…·–¿…ł·”·› ¸†”¿‰‹–ﬁ»…¿·•»…›‚»¿ﬁ·–¿…ł·” »“»·–” 10 of 82 ––…–ﬁ›r˝‚»¿ﬁ'¿··›˝˛ ˛ ˝ ––…–ﬁ›r˝‚»¿ﬁ'¿··›ł¸…¿‹»º ˛˙˝˝'›'¿§Ø ø ŒØø ø ºø ŒŒØø Łø ø ŒØø ø ºø Œ ŒØøŁ ø ø ŒØø ø ºø Œ ŒØøŁ ø ø ŒØø ø ºø Œ ŒØøŁ ø ø ø ŒŒØø ºø ø ŒØø ø ŒØø ø ºø ŒŒØø Łø ø ŒØø ø ºø Œ ŒØø Ł ø ø ŒØø ø ºø Œ ŒØø Ł ø ø ŒØø ø ºø Œ ŒØø Ł ø ø ŒØø ºø Œ ŒØø Ł ø ºø ºŒØø ºø ººø ºŒŒØø ØØ –¿…›•ﬁ»‰‹•–†¿·¿›»•†…ł –ﬁ‰»›ŒıŒ ·»¤•·»…•›‹ﬁ•«‹•–† ˚»ﬁ‹•‰¿·»·»‡»†‹ﬁ»ﬂ«•ﬁ»… –‡ﬁ»››•–†”–ﬁ‰»»¤•›‹› ¿‰‹–ﬁ»…‚–·……–'†”–ﬁ‰»ł·› ¿‰‹–ﬁ»…›‚»¿ﬁ·•†»”–ﬁ‰»ł·› ·•»…–•†‹·–¿…–ﬁ…•›‰–†‹•†«–«››‚»¿ﬁ·•†»”–ﬁ‰»ł·› ¸†”¿‰‹–ﬁ»…«·•”‹'•†…·–¿…ł·”·› ¸†”¿‰‹–ﬁ»……»¿…·–¿…ł·”·› ¸†”¿‰‹–ﬁ»…¿·•»…›‚»¿ﬁ·–¿…ł·” »“»·–” 11 of 82 ––…–ﬁ›r˝‚»¿ﬁ'¿··›˝˛˛ ˝ ––…–ﬁ›r˝‚»¿ﬁ'¿··›ł¸…¿‹» º˛˙˝˝'›'»‰ºŒ —ﬁ–¶»‰‹ †”–ﬁ‡¿‹•–† ˝˝˝ »›•„† –…» IBC 2018/AWC SDPWS 2015 •†…˝‹¿†…¿ﬁ… ASCE 7-16 Directional (All heights) ˝»•›‡•‰˝‹¿†…¿ﬁ… ASCE 7-16 –¿… –‡•†¿‹•–†› –ﬁ »›•„†ł˝ 0.70Seismic 0.60Wind –ﬁ »”·»‰‹•–†ł˝‹ﬁ»†„‹‚ 1.00 Seismic 1.00 Wind «•·…•†„ –…» ¿¿‰•‹§–…•”•‰¿‹•–† •†…˝»•›‡•‰ 1.00 1.00 ˝»ﬁ“•‰» –†…•‹•–†›¿†…–¿… «ﬁ¿‹•–† «ﬁ¿‹•–† ¿‰‹–ﬁ 1.60 »‡»ﬁ¿‹«ﬁ» ˛¿†„» T<=100F –•›‹«ﬁ» –†‹»†‹ ¿ﬁ•‰¿‹•–†˝»ﬁ“•‰» 19% (<=19%)10% (<=19%) ¿¤˝‚»¿ﬁ'¿·· ””›»‹¯”‹ˆ —·¿† ł'•‹‚•†›‹–ﬁ§ 4.00 ·»“¿‹•–† ł »‹'»»†›‹–ﬁ•»› 3.17 ¿¤•‡«‡ »•„‚‹‹–'•…‹‚ ˛¿‹•– ––…¿†»·› •†…˝»•›‡•‰ •»ﬁ–¿ﬁ…«‡»ﬁ •†…˝»•›‡•‰ §›«‡ ·–‰»…¸†·–‰»… 3.5 3.5 - - - - - „†–ﬁ»†–†'––…¿†»·›‚»¿ﬁﬁ»›•›‹¿†‰»‰–†‹ﬁ•«‹•–† •†…˝»•›‡•‰ when comb'd w/ wood panels Always –ﬁ‰»›¿›»…–† –·……–'†›Applied loads ﬁ¿„›‹ﬁ«‹›Applied loads ˝‚»¿ﬁ'¿··ﬁ»·¿‹•“»ﬁ•„•…•‹§Wall capacity —»ﬁ”–ﬁ¿‹»…›‚»¿ﬁ'¿·· –”¿‰‹–ﬁ SDPWS Equation 4.3-5 –†•…»†‹•‰¿·‡¿‹»ﬁ•¿·›¿†…‰–†›‹ﬁ«‰‹•–†–†‹‚»›‚»¿ﬁ·•†»Notallowed »”·»‰‹•–†ﬂ«¿‹•–†3-term from SDPWS 4.3-1 ﬁ•”‹ ·•‡•‹”–ﬁ '•†……»›•„†1 /500 story height –ﬁ‰»‹ﬁ¿†›”»ﬁ›‹ﬁ¿Continuous at top of highestopening and bottom of lowest ˝ ˛ ˛•› ¿‹»„–ﬁ§Category II - All others •†… ASCE 7-16 Directional (All heights) ˝»•›‡•‰ ASCE 7-16 12.8 Equivalent Lateral Force Procedure »›•„†•†…˝»»…97mph ¤–›«ﬁ»Exposure B †‰·–›«ﬁ»Enclosed ˝‹ﬁ«‰‹«ﬁ»§»Irregular «•·…•†„˝§›‹»‡Bearing Wall »›•„† ¿‹»„–ﬁ§D ˝•‹» ·¿››D ––„ﬁ¿‚•‰ †”–ﬁ‡¿‹•–†¯”‹ˆ ˝‚¿» - »•„‚‹ - »†„‹‚ - ˝•‹»–‰¿‹•–† - Elev: 350ft Rigid building - Static analysis ˝»‰‹ﬁ¿· ˛»›–†›»‰‰»·»ﬁ¿‹•–† ˝0.470g ˝›1.290g «†…¿‡»†‹¿·—»ﬁ•–…˝ ¸›»…0.214s 0.214s ﬁ–¤•‡¿‹»¿0.214s 0.214s ¿¤•‡«‡ 0.299s 0.299s ˛»›–†›»¿‰‹–ﬁ ˛6.50 6.50 ¿1.20 “1.83 ¿›» ˝ ·–¿…›·–¿…› ‰‰»†‹ﬁ•‰•‹§łß 15 15 –¿…»…¿‹75% •†•†…–¿…›¿··› ˛––”› 16psf 8 psf ˝»ﬁ“•‰»¿•·•‹§•†…˝»»…82mph 12 of 82 ––…–ﬁ›r˝‚»¿ﬁ'¿··›º˛˙˝˝'›' »‰ º Œ ˝‹ﬁ«‰‹«ﬁ¿· ¿‹¿ ˝˛˙ ˛ –·……–'† ˝‹–ﬁ§·––ﬁæ»•·•†„¿··»†„‹‚›«¶»‰‹‹––·‹ ·»“¯”‹ˆ»‹‚¯•†ˆ»•„‚‹¯”‹ˆ›‚ﬁ•†¿„»¯•†ˆ·»†„‹‚¯•†ˆ »•·•†„21.29 0.0 »“»·13.29 1'-6.0 8.00 21.8 22.5 »“»·2.79 9.5 9.00 13.2 14.0 –«†…¿‹•–†2.00 ¿†… ˛ ˛ ·–‰˛––”—¿†»·› •‡»†›•–†›¯”‹ˆ¿‰»§»˝·–»“»ﬁ‚¿†„¯”‹ˆ ·–‰ 2 Story E-W Ridge –‰¿‹•–†¨˙ ª0.00 19.25 –ﬁ‹‚Side 30.3 1.00 ¤‹»†‹¨˙ ª40.25 34.75 ˝–«‹‚Side 30.3 1.00 ˛•…„»˙–‰¿‹•–†””›»‹36.63 0.00 ¿›‹Gable 90.0 1.00 ˛•…„»·»“¿‹•–†»•„‚‹31.42 10.13 »›‹Gable 90.0 1.00 ·–‰ 2 Story N-S Ridge –‰¿‹•–†¨˙ ª-0.10 11.83 –ﬁ‹‚Joined 149.8 0.69 ¤‹»†‹¨˙ ª28.58 7.42 ˝–«‹‚Gable 90.0 0.69 ˛•…„»¨–‰¿‹•–†””›»‹14.19 0.00 ¿›‹Side 33.5 1.00 ˛•…„»·»“¿‹•–†»•„‚‹30.75 9.46 »›‹Side 33.5 1.00 ·–‰ 2 Story N-S Ridge –‰¿‹•–†¨˙ ª0.00 7.00 –ﬁ‹‚Joined 90.0 1.00 ¤‹»†‹¨˙ ª18.00 4.83 ˝–«‹‚Gable 90.0 1.00 ˛•…„»¨–‰¿‹•–†””›»‹9.00 0.00 ¿›‹Side 33.5 1.00 ˛•…„»·»“¿‹•–†»•„‚‹27.25 5.96 »›‹Side 33.5 1.00 ·–‰ 2 Story N-S Ridge –‰¿‹•–†¨˙ ª18.25 9.17 –ﬁ‹‚Joined 90.0 1.00 ¤‹»†‹¨˙ ª10.25 2.66 ˝–«‹‚Hip 50.0 0.49 ˛•…„»¨–‰¿‹•–†””›»‹23.38 0.00 ¿›‹Side 30.3 1.00 ˛•…„»·»“¿‹•–†»•„‚‹24.28 2.99 »›‹Side 30.3 1.00 ·–‰ º1 Story N-S Ridge –‰¿‹•–†¨˙ ª28.75 0.00 –ﬁ‹‚Joined 90.0 1.00 ¤‹»†‹¨˙ ª11.25 19.25 ˝–«‹‚Gable 90.0 1.00 ˛•…„»¨–‰¿‹•–†””›»‹28.75 -5.62 ¿›‹Side 33.0 1.00 ˛•…„»·»“¿‹•–†»•„‚‹20.60 7.31 »›‹Side 90.0 1.00 ·–‰ Œ 1 Story E-W Ridge –‰¿‹•–†¨˙ ª0.00 3.92 –ﬁ‹‚Side 90.0 1.00 ¤‹»†‹¨˙ ª19.00 3.42 ˝–«‹‚Side 26.5 1.00 ˛•…„»˙–‰¿‹•–†””›»‹7.34 1.71 ¿›‹Gable 90.0 1.00 ˛•…„»·»“¿‹•–†»•„‚‹15.00 1.71 »›‹Gable 90.0 1.00 ·–‰ Ø 1 Story N-S Ridge –‰¿‹•–†¨˙ ª19.00 2.00 –ﬁ‹‚Gable 90.0 0.00 ¤‹»†‹¨˙ ª9.67 7.00 ˝–«‹‚Gable 90.0 1.00 ˛•…„»¨–‰¿‹•–†””›»‹28.67 4.84 ¿›‹Side 90.0 1.00 ˛•…„»·»“¿‹•–†»•„‚‹19.57 6.28 »›‹Side 33.0 1.00 ·–‰ Ł 1 Story N-S Ridge –‰¿‹•–†¨˙ ª27.00 54.00 –ﬁ‹‚Gable 90.0 1.00 ¤‹»†‹¨˙ ª13.00 5.00 ˝–«‹‚Joined 90.0 1.00 ˛•…„»¨–‰¿‹•–†””›»‹33.50 0.00 ¿›‹Side 18.4 1.00 ˛•…„»·»“¿‹•–†»•„‚‹23.45 2.16 »›‹Side 18.4 1.00 13 of 82 ––…–ﬁ›r˝‚»¿ﬁ'¿··›º˛˙˝˝'›' »‰ º Œ ˝˛˝§ ˛¸— ˝‚»¿‹‚•†„¿›‹»†»ﬁ›·§ ﬁ ˝«ﬁ”¿‹»ﬁ•¿·˛¿‹†„‚•‰¸—·§ﬁ“‹“˝•ƒ»§»”„…–‹»› •†•†·›æ•†•†•† ¤‹˝‹ﬁ«‰‹˝‚ ˝æŒ ØæŒ ˚»ﬁ‹ŁºŁ…¿•·Œ ˙ –‹‚˝‹ﬁ«‰‹˝‚ ˝æŒØæŒ ˚»ﬁ‹ŁºŁ…¿•·˙ ¤‹˝‹ﬁ«‰‹˝‚ ˝æŒØæŒ ˚»ﬁ‹ŁºŁ…¿•·˙ ¤‹˝‹ﬁ«‰‹˝‚ ˝æŒ ØæŒ ˚»ﬁ‹ŁºŁ…¿•·˙ Legend: Grp–Wall Design Groupnumber,used toreference wall inother tables(createdbyprogram) Surf–Exterioror interior surface whenapplied toexterior wall Ratng–Spanrating, seeSDPWSTableC4.2.2.2C Thick–Nominalpanel thickness GU- Gypsumunderlay thickness Ply– Numberofplies(or layers) in constructionofplywood sheets Or– Orientationof longerdimensionof sheathingpanels Gvtv–Shear stiffness in lb/in.ofdepth fromSDPWSTables C4.2.2A-B Type–Fastener type fromSDPWSTables4.3A-D: Nail– common wirenail for structuralpanelsand lumber, coolerorgypsum wallboardnailfor GWB,plasterboardnail forgypsum lath,galvanisednail forgypsum sheathing;Box-boxnail; Casing– casingnail; Roof–roofingnail;Screw– drywallscrew Size-Common,box,and casingnails:refer toSDPWSTableA1(casing sizes=box sizes). Gauges:11ga=0.120” x 1-3/4”(gypsum sheathing,25/32” fiberboard),1-1/2”(lath&plaster,1/2” fiberboard);13gaplasterboard=0.92” x 1- 1/8”. Coolerorgypsum wallboardnail:5d= .086” x 1-5/8”;6d= .092” x 1-7/8”;8d= .113” x 2-3/8”;6/8d=6dbaseply,8d faceply for2-ply GWB. Drywall screws: No.6,1-1/4” long. 5/8”gypsum sheathing canalsouse6d cooleror GWBnail Df– Deformednails( threadedor spiral),with increased withdrawal capacity Eg–Paneledge fastener spacing Fd–Field spacing interior topanels Bk–Sheathing is nailed toblockingatallpaneledges;Y(es)or N(o) ApplyNotes– Notesbelow table legendwhichapply to sheathing side –‹»› ¿¿‰•‹§‚¿›»»†ﬁ»…«‰»… ”–ﬁ ”ﬁ¿‡•†„›»‰•”•‰„ﬁ¿“•‹§¿‰‰–ﬁ…•†„ ‹–˝—˝ –‹» ﬁ ¿‡•†„¿‹¿…¶–•†•†„¿†»·»…„»›‡«›‹»†–‡•†¿·–ﬁ'•…»ﬁ'•‹‚ ›‹¿„„»ﬁ»…†¿•·•†„¿‰‰–ﬁ…•†„ ‹–˝—˝Ø ˝‚»¿ﬁ ‰¿¿‰•‹§ ”–ﬁ ‰«ﬁﬁ»†‹…»›•„†‚¿›»»† •†‰ﬁ»¿›»… ‹– ‹‚»“¿·«» ”–ﬁºæ ›‚»¿‹‚•†„'•‹‚ ›¿‡»†¿•·•†„»‰¿«›» ›‹«… ›¿‰•†„ •› Œ ‡¿¤–ﬁ ¿†»·–ﬁ•»†‹¿‹•–† •› ‚–ﬁ•ƒ–†‹¿·˝»»˝—˝ –‹» ˛˛˝¿†…˝˛§ ˛¸— ¿··˝»‰•»›ﬁ ¿…»…˝‰„ ˝ ˝‹¿†…¿ﬁ…¿·· ﬁ •†•†•†›•´Œ »‡•ﬁ –ºŒ Œ »‡•ﬁ –ºŒ Œ »‡•ﬁ –ºŒ Œ »‡•ﬁ –ºŒ Œ Legend: Wall Grp–Wall Design Group b–Studbreadth(thickness) d–Studdepth(width) Spcg–Maximumon-centre spacingof studs fordesign,actual spacingmaybe less. SG–Specificgravity E–Modulusofelasticity StandardWall-Standard walldesignedasgroup. –‹»› ‚»‰‡¿†«”¿‰‹«ﬁ»ﬁ»ﬂ«•ﬁ»‡»†‹› ”–ﬁ ›‹«… ›•ƒ»„ﬁ¿…»¿†… ›»‰•”•‰„ﬁ¿“•‹§ł ”–ﬁ¿·· ›‚»¿ﬁ'¿··‚–·……–'†› 14 of 82 ––…–ﬁ›r˝‚»¿ﬁ'¿··›º˛˙˝˝'›' »‰ º Œ ˝˛¿†… — ˝˝ –ﬁ‹‚›–«‹‚§»¿··–‰¿‹•–†¤‹»†‹¯”‹ˆ»†„‹‚˝›»‰‹»•„‚‹ ˝‚»¿ﬁ·•†»›ﬁ–«¨¯”‹ˆ˝‹¿ﬁ‹†…¯”‹ˆ¯”‹ˆ˛¿‹•–¯”‹ˆ •†» »“»· Line 1 1 0.00 7.08 54.00 46.92 35.92 - 8.00 Wall 1-1 Seg1 0.00 7.08 54.00 46.92 35.92 - - Segment 1 -- 7.08 13.08 6.00 - 1.33 - Opening 1 --13.08 19.58 6.50 - - 8.00 Segment 2 --19.58 31.58 12.00 - 0.67 - Opening 2 --31.58 36.08 4.50 - - 8.00 Segment 3 --36.08 54.00 17.92 - 0.45 - »“»· Line 1 1 0.00 5.08 54.00 48.92 42.92 - 9.00 Wall 1-1 Seg1 0.00 5.08 22.50 17.42 17.42 0.52 - Wall 1-2 Seg1 0.00 22.50 54.00 31.50 25.50 - - Segment 1 --22.50 37.08 14.58 - 0.62 - Opening 1 --37.08 40.08 3.00 - - 8.00 Segment 2 --40.08 46.83 6.75 - 1.33 - Opening 2 --46.83 49.83 3.00 - - 8.00 Segment 3 --49.83 54.00 4.17 - 2.16 - •†» »“»· Line 2 NSW 19.50 5.08 27.00 21.92 0.00 - 8.00 Wall 2-1 NSW 18.17 7.08 9.00 1.92 0.00 1.00 - »“»· Line 2 1 19.50 9.00 54.00 45.00 17.83 - 9.00 Wall 2-1 NSW 19.50 5.08 9.00 3.92 0.00 1.00 - Wall 2-2 Seg1 19.50 9.17 27.00 17.83 17.83 0.50 - •†» »“»· Line 3 Seg1 28.50 9.00 54.00 45.00 10.17 - 8.00 Wall 3-1 Seg1 28.50 9.00 19.17 10.17 10.17 0.79 - »“»· Line 3 4 27.57 0.00 54.00 54.00 9.00 - 9.00 Wall 3-1 Seg4 28.00 0.00 9.00 9.00 9.00 1.00 - Wall 3-2 Seg4 27.17 44.33 54.00 9.67 0.00 - - Segment 1 --44.33 45.00 0.67 - 13.50 - Opening 1 --45.00 52.92 7.92 - - 8.00 Segment 2 --52.92 54.00 1.08 - 8.31 - •†» »“»· Line 4 1 40.00 19.17 54.00 34.83 21.67 - 8.00 Wall 4-1 NSW 40.00 19.17 25.33 6.17 0.00 - - Segment 1 --19.17 21.17 2.00 - - - Opening 1 --21.17 25.17 4.00 - - 8.00 Segment 2 --25.17 25.33 0.17 - - - Wall 4-2 NSW 40.00 25.33 27.33 2.00 0.00 1.00 - Wall 4-3 Seg1 40.00 27.33 54.00 26.67 21.67 - - Segment 1 --27.33 30.67 3.33 - 2.40 - Opening 1 --30.67 35.67 5.00 - - 8.00 Segment 2 --35.67 54.00 18.33 - 0.44 - »“»· Line 4 1 40.00 0.00 44.33 44.33 27.25 - 9.00 Wall 4-1 Seg1 40.00 0.00 19.33 19.33 19.33 0.47 - Wall 4-2 NSW 40.00 19.33 27.00 7.67 0.00 1.00 - Wall 4-3 Seg1 40.00 27.00 44.33 17.33 7.92 - - Segment 1 --27.00 28.75 1.75 - 5.14 - Opening 1 --28.75 31.75 3.00 - - 8.00 Segment 2 --31.75 39.67 7.92 - 1.14 - Opening 2 --39.67 42.58 2.92 - - 8.00 Segment 3 --42.58 44.33 1.75 - 5.14 - ¿›‹'»›‹§»¿··–‰¿‹•–†¤‹»†‹¯”‹ˆ»†„‹‚˝›»‰‹»•„‚‹ ˝‚»¿ﬁ·•†»›ﬁ–«˙¯”‹ˆ˝‹¿ﬁ‹†…¯”‹ˆ¯”‹ˆ˛¿‹•–¯”‹ˆ •†» »“»· Line A 0.00 28.00 40.00 12.00 0.00 - 9.00 Wall A-1 NSW 0.00 28.00 40.00 12.00 0.00 - - Segment 1 --28.00 30.00 2.00 - 4.50 - Opening 1 --30.00 38.00 8.00 - - 5.00 Segment 2 --38.00 40.00 2.00 - 4.50 - •†» »“»· 15 of 82 ––…–ﬁ›r˝‚»¿ﬁ'¿··›º˛˙˝˝'›' »‰ º Œ ˝˛¿†… — ˝˝ł‰–†‹•†«»… Line B 3 7.78 0.00 28.50 28.50 12.42 -8.00 Wall B-1 Seg3 7.08 0.00 18.17 18.17 6.08 - - Segment 1 -- 0.00 3.17 3.17 - 2.53 - Opening 1 -- 3.17 8.17 5.00 - - 8.00 Segment 2 -- 8.17 10.25 2.08 - 3.84 - Opening 2 --10.25 15.25 5.00 - - 8.00 Segment 3 --15.25 18.17 2.92 - 2.74 - Wall B-2 Seg3 9.00 18.17 28.50 10.33 6.33 - - Segment 1 --18.17 21.25 3.08 - 2.59 - Opening 1 --21.25 25.25 4.00 - - 8.00 Segment 2 --25.25 28.50 3.25 - 2.46 - »“»· Line B 2 5.08 0.00 19.50 19.50 5.75 - 9.00 Wall B-1 Seg2 5.08 0.00 19.50 19.50 5.75 - - Segment 1 -- 0.00 3.00 3.00 - 3.00 - Opening 1 -- 3.00 16.75 13.75 - - 8.00 Segment 2 --16.75 19.50 2.75 - 3.27 - Wall B-2 NSW 9.00 19.50 28.00 8.50 0.00 - - Segment 1 --19.50 21.08 1.58 - - - Opening 1 --21.08 26.50 5.42 - - 8.00 Segment 2 --26.50 28.00 1.50 - - - •†» »“»· Line C 19.17 28.50 40.00 11.50 0.00 - 8.00 Wall C-1 NSW 19.17 28.50 40.00 11.50 0.00 - - Segment 1 --28.50 35.25 6.75 - 1.19 - Opening 1 --35.25 38.25 3.00 - - 8.00 Segment 2 --38.25 40.00 1.75 - 4.57 - »“»· Line C NSW 19.17 28.50 40.00 11.50 0.00 - 9.00 Wall C-1 NSW 19.25 32.33 40.00 7.67 0.00 1.00 - •†» »“»· Line D Seg4 27.00 0.00 40.00 40.00 9.50 - 9.00 Wall D-1 Seg4 27.00 10.00 19.50 9.50 9.50 0.95 - •†» »“»· Line E 44.33 27.17 40.00 12.83 0.00 - 9.00 Wall E-1 NSW 44.33 27.17 40.00 12.83 0.00 - - Segment 1 --27.17 28.75 1.58 - - - Opening 1 --28.75 38.08 9.33 - - 8.00 Segment 2 --38.08 40.00 1.92 - - - •†» »“»· Line F 1 54.00 0.00 40.00 40.00 29.92 - 8.00 Wall F-1 Seg1 54.00 0.00 40.00 40.00 29.92 - - Segment 1 -- 0.00 4.25 4.25 - 1.88 - Opening 1 -- 4.25 9.25 5.00 - - 8.00 Segment 2 -- 9.25 31.08 21.83 - 0.37 - Opening 2 --31.08 36.17 5.08 - - 8.00 Segment 3 --36.17 40.00 3.83 - 2.09 - »“»· Line F 3 54.00 0.00 27.17 27.17 14.92 - 9.00 Wall F-1 Seg3 54.00 0.00 27.17 27.17 14.92 - - Segment 1 -- 0.00 7.25 7.25 - 1.24 - Opening 1 -- 7.25 9.25 2.00 - - 8.00 Segment 2 -- 9.25 13.25 4.00 - 2.25 - Opening 2 --13.25 23.50 10.25 - - 8.00 Segment 3 --23.50 27.17 3.67 - 2.45 - Legend: Type-Seg= segmented,Prf=perforated,FT= force-transfer, NSW=non-shearwall Location- Dimensionperpendicular to wall FHS-Lengthof full-height sheathingused toresist shear force.Forperforated walls, it is basedon the factored segmentsLidefined inSDPWS 4.3.4.3 AspectRatio– Ratioof wallheight to segment length(h/bs), for force-transfer walls, theaspectratioof the centralpier Wall Group-Walldesigngroupdefined inSheathingandFramingMaterials tables, where it showsassociatedStandardWall º16 of 82 ––…–ﬁ›r˝‚»¿ﬁ'¿··›º˛˙˝˝'›' »‰ º Œ »›•„† ˝«‡‡¿ﬁ§ ˝˛ ˝ •†…˝‚»¿ﬁ–¿…›·»¤•·» •¿‚ﬁ¿„‡ ·· ›‚»¿ﬁ'¿··›‚¿“» ›«””•‰•»†‹…»›•„† ‰¿¿‰•‹§ –‡–†»†‹›¿†… ·¿……•†„•†…–¿…› «‹–”·¿†»˝‚»¿‹‚•†„ ·· ›‚»¿ﬁ'¿··›‚¿“» ›«””•‰•»†‹…»›•„† ‰¿¿‰•‹§ –‡–†»†‹›¿†… ·¿……•†„•†…–¿…› ¿•·•‹‚…ﬁ¿'¿· ·· ›‚»¿ﬁ'¿··›‚¿“» ›«””•‰•»†‹…»›•„† ‰¿¿‰•‹§ ˝»•›‡•‰–¿…›·»¤•·» •¿‚ﬁ¿„‡ ·· ›‚»¿ﬁ'¿··›‚¿“» ›«””•‰•»†‹…»›•„† ‰¿¿‰•‹§ ˝ •†…–¿…›·»¤•·» •¿‚ﬁ¿„‡ ¸†…»ﬁ ‰¿¿‰•‹§‚–·……–'†›'»ﬁ» ”–«†…–† ‹‚» ”–··–'•†„'¿··› »“»· ˝»•›‡•‰–¿…›·»¤•·» •¿‚ﬁ¿„‡ ¸†…»ﬁ ‰¿¿‰•‹§‚–·……–'†›'»ﬁ» ”–«†…–† ‹‚» ”–··–'•†„'¿··› »“»· Refer to the Deflection table forpossibleissuesregarding fastener slippage(SDPWSTable C4.2.2D) for walls thatotherwisepass. Œ 17 of 82 ––…–ﬁ›r˝‚»¿ﬁ'¿··›º˛˙˝˝'›' »‰ º Œ ·»¤•·» •¿‚ﬁ¿„‡•†… »›•„† ˝Ø •ﬁ»‰‹•–†¿· ł·· »•„‚‹›–¿…› ˝˛ ˛˝¸˝ ˝–ﬁ ˝ ˝‚»¿ﬁ–ﬁ ‰»¯·”ˆ›«··–'¿·» ˝‚»¿ﬁ¯·”ˆ˛»› ˝‚»¿ﬁ·•†»›•ﬁ““‡¿¤æ“”‹˚¯·›ˆ†‹¤‹†‹¤‹–‡˚ ¯·›ˆ˛¿‹•– •†» »“»· Ln1,Lev2- S->N - - 1953 - - - 339 - - 12159 - -N->S - - 1846 - - - 339 - - 12159 - Wall1-11S->N - - 1953 -1.0 - 339 - - 12159 - 1 N->S - - 1846 -1.0 - 339 - - 12159 - Seg. 1- S->N 54.40.0326 -1.0 - 339 -3392031 0.16 -N->S 51.40.0308 -1.0 - 339 -3392031 0.15 Seg. 2- S->N 54.40.0652 -1.0 - 339 -3394062 0.16 -N->S 51.40.0617 -1.0 - 339 -3394062 0.15 Seg. 3- S->N 54.40.0974 -1.0 - 339 -3396065 0.16 -N->S 51.40.0921 -1.0 - 339 -3396065 0.15 »“»· Ln1,Lev1- Both - - 2953 - - - 339 - - 14424 - Wall1-11Both 69.3 - 1207 -1.0 - 339 -3395896 0.20 Wall1-21Both - - 1746 -1.0 - 339 - - 8528 - Seg. 1- Both 69.30.01011 -1.0 - 339 -3394937 0.20 Seg. 2- Both 69.30.0468 -1.0 - 339 -3392285 0.20 Seg. 3- Both 64.20.0267 -.93 - 313 -3131306 0.20 •†» Ln2,Lev1- Both - - 1567 - - - 339 - - 6037 - Wall2-21Both 87.9 - 1567 -1.0 - 339 -3396037 0.26 •†» »“»· Ln3,Lev2- S->N - - 2357 - - - 339 - - 3442 - -N->S - - 2257 - - - 339 - - 3442 - Wall3-11S->N231.8 - 2357 -1.0 - 339 -3393442 0.68 1 N->S222.0 - 2257 -1.0 - 339 -3393442 0.66 »“»· Ln3,Lev1- Both - - 3603 - - - 638 - - 5742 - Wall3-14Both400.4 - 3603 -1.0 - 638 -6385742 0.63 Wall3-24Both 0.0 - 0 -1.0 - 638 - - - - •†» »“»· Ln4,Lev2- Both - - 608 - - - 339 - - 7147 - Wall4-31Both - - 608 -1.0 - 339 - - 7147 - Seg. 1- Both 24.00.080 -.83 - 282 -282940 0.09 Seg. 2- Both 28.80.0528 -1.0 - 339 -3396206 0.09 »“»· Ln4,Lev1- Both - - 1291 - - - 339 - - 9225 - Wall4-11Both 47.4 - 916 -1.0 - 339 -3396545 0.14 Wall4-31Both - - 375 -1.0 - 339 - - 2680 - Seg. 1- Both 0.00.00 -1.0 - 339 -339 - - Seg. 2- Both 47.40.0375 -1.0 - 339 -3392680 0.14 Seg. 3- Both 0.00.00 -1.0 - 339 -339 - - –ﬁ ˝ ˝‚»¿ﬁ–ﬁ ‰»¯·”ˆ›«··–'¿·» ˝‚»¿ﬁ¯·”ˆ˛»› ˝‚»¿ﬁ·•†»›•ﬁ““‡¿¤æ“”‹˚¯·›ˆ†‹¤‹†‹¤‹–‡˚ ¯·›ˆ˛¿‹•– •†» »“»· LnB,Lev2- Both - - 2319 - - - 495 - - 4775 - WallB-13Both - - 1113 -1.0 - 495 - - 2293 - Seg. 1- Both190.20.0602 -.79 - 392 -3921240 0.49 Seg. 2- Both 0.00.00 -1.0 - 495 -495 - - Seg. 3- Both175.20.0511 -.73 - 361 -3611052 0.49 WallB-23Both - - 1205 -1.0 - 495 - - 2482 - Seg. 1- Both185.20.0571 -.77 - 381 -3811176 0.49 Seg. 2- Both195.20.0634 -.81 - 402 -4021306 0.49 »“»· LnB,Lev1- W->E - - 4714 - - 833833 - A - 6134 - -E->W - - 4620 - - 833833 - A - 6134 - WallB-12W->E - - 4714 1.01.0833833 - - 6134 - 2 E->W - - 4620 1.01.0833833 - - 6134 - Seg. 1 -W->E 853.8 1438431 9430656 . 2561 .67 .67 556 556 - 1111 3333 0.77 Ø 18 of 82 ––…–ﬁ›r˝‚»¿ﬁ'¿··›º˛˙˝˝'›' »‰ º Œ ˝˛ ˛˝¸˝ł”·»¤•·» '•†……»›•„†‰–†‹•†«»… -E->W 836.8 1438431 9430656 . 2510 .67 .67 556 556 - 1111 3333 0.75 Seg. 2- W->E782.7 1438431 9430656 . 2152 .61.61509509 -10182801 0.77 -E->W767.1 1438431 9430656 . 2109 .61.61509509 -10182801 0.75 •†» LnD,Lev1- Both - - 2513 - - - 638 - - 6061 - WallD-14Both264.6 - 2513 -1.0 - 638 -6386061 0.41 •†» »“»· LnF,Lev2- Both - - 2147 - - - 339 - - 10073 - WallF-11Both - - 2147 -1.0 - 339 - - 10073 - Seg. 1- Both 72.20.0307 -1.0 - 339 -3391439 0.21 Seg. 2- Both 72.20.01575 -1.0 - 339 -3397391 0.21 Seg. 3- Both 69.10.0265 -.96 - 324 -3241244 0.21 »“»· LnF,Lev1- Both - - 3515 - - - 495 - - 6824 - WallF-13Both - - 3515 -1.0 - 495 - - 6824 - Seg. 1- Both254.80.01848 -1.0 - 495 -4953587 0.52 Seg. 2- Both226.50.0906 -.89 - 440 -4401759 0.52 Seg. 3- Both207.60.0761 -.81 - 403 -4031478 0.52 Legend: W Gp-Walldesigngroupdefined inSheathingandFramingMaterials tables, where it showsassociatedStandardWall. "^" means that this wall is criticalforall walls in theStandardWallgroup. For Dir- Directionof wind forcealong shearline. v- Design shear forceon segment=ASD-factored shear forceperunit lengthof full-height sheathing(FHS) vmax/vft-Perforated walls: Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9=V/FHS/Co.FHS is factored fornarrow segmentsas per4.3.4.3 Force-transfer walls:Shear force inpiersaboveandbeloweitheropeningsorpiersbesideopening(s).Aspectratio factordoesnotapply to these piers. V-ASD factored shear force.For shearline: total shearline force.For wall:totalofall segmentson wall.Forsegment: forceon segment Asp/Cub–For wall: Unblocked structuralwoodpanel factor Cub fromSDPWS4.3.3.2.For segmentor force-transferpier:Aspectratioadjustment fromSDPWS4.3.3.4.1 Int- Unit shear capacityof interior sheathing;Ext- Unit shear capacityofexterior sheathing.For wall: Unfactored.For segment: Include Cub factor andaspectratioadjustments. Co-Adjustment factor forperforated walls fromSDPWSEquation4.3-5. C-Sheathing combinationrule,A=Addcapacities,S=Strongest sideor twice weakest, G =Stiffness-basedusingSDPWS4.3-3. Cmb-Combined interiorandexteriorunit shear capacity includingperforated wall factor Co. V–Total factored shear capacityof shearline, wallor segment. Crit Resp– Responseratio= v/Cmb=design shear force/unit shear capacity. "S" indicates that the winddesign criterion was critical in selecting wall. –‹»› ˛»”»ﬁ ‹–·»“¿‹•–†˚•»'…•¿„ﬁ¿‡› ”–ﬁ •†…•“•…«¿· ·»“»· ”–ﬁ«·•”‹¿†‰‚–ﬁ¿„» ”–ﬁ‰» ‹ ”–ﬁ»ﬁ ”–ﬁ¿‹»…'¿··›„•“»†§˝—˝Œ Ł 19 of 82 ––…–ﬁ›r˝‚»¿ﬁ'¿··›º˛˙˝˝'›' »‰ º Œ ·»¤•·» •¿‚ﬁ¿„‡ ˝»•›‡•‰ »›•„† ˝˝ ˛ »“»·¿››ﬁ»¿˝‹–ﬁ§ ˝‚»¿ﬁ¯·›ˆ•¿‚ﬁ ¿„‡–ﬁ ‰»¯·›ˆ ¯·›ˆ¯›ﬂ”‹ˆ˝¤»›•„†˝¤»›•„† 41702 1717.9 8537 8537 6025 6025 6025 6025 45019 1860.3 5231 5231 6504 6504 6504 6504 ··86720 -13769 13769 - - - - Legend: Mass–Sumofallgeneratedand inputbuildingmasseson level= wx inASCE7equation12.8-12. StoryShear–Totalunfactored(strength-level) shear force inducedat level x, =Fx inASCE7equation12.8-11. DiaphragmForce–MinimumASD-factored force fordiaphragmdesign,usedbyShearwallsonly fordrag strut forces,asperException to12.10.2.1. Fpx is fromEqns.12.10-1,-2,and-3. Design=Thegreaterof the story shearandFpx+ transfer forces fromdiscontinuous shearlines, factoredby overstrength(omega)asper12.10.1.1.Omega=2.5asper12.2-1. ˛»…«†…¿†‰§¿‰‹–ﬁłﬁ‚– ˝ «‹–‡¿‹•‰¿··§ ‰¿·‰«·¿‹»…¿‰‰–ﬁ…•†„ ‹–˝Ø ˚»ﬁ‹•‰¿·¿ﬁ‹‚ﬂ«¿»–¿…“ “ª˝…› ˝…›ª“ªŒ«†”¿‰‹–ﬁ»… ”¿‰‹–ﬁ»… ‹–‹¿·…»¿… ·–¿… ”¿‰‹–ﬁŒ ªºŒ ‹»†›•–†ı ª ‰–‡ﬁ »››•–† 20 of 82 ––…–ﬁ›r˝‚»¿ﬁ'¿··›º˛˙˝˝'›' »‰ º Œ ˝˛ ˛˝¸˝ł”·»¤•·»›»•›‡•‰…»›•„† ˝–ﬁ ˝ ˝‚»¿ﬁ–ﬁ ‰»¯·”ˆ›«··–'¿·» ˝‚»¿ﬁ¯·”ˆ˛»› ˝‚»¿ﬁ·•†»›•ﬁ““‡¿¤æ“”‹˚¯·›ˆ†‹¤‹†‹¤‹–‡˚ ¯·›ˆ˛¿‹•– •†» »“»· Ln1,Lev2- Both - - 2497 - - - 242 - - 8685 - Wall1-11Both - - 2497 -1.0 - 242 - - 8685 - Seg. 1- Both 69.50.0417 -1.0 - 242 -2421451 0.29 Seg. 2- Both 69.50.0834 -1.0 - 242 -2422902 0.29 Seg. 3- Both 69.50.01246 -1.0 - 242 -2424332 0.29 »“»· Ln1,Lev1- Both - - 3431 - - - 242 - - 10303 - Wall1-11Both 80.5 - 1403 -1.0 - 242 -2424211 0.33 Wall1-21Both - - 2029 -1.0 - 242 - - 6091 - Seg. 1- Both 80.50.01174 -1.0 - 242 -2423526 0.33 Seg. 2- Both 80.50.0544 -1.0 - 242 -2421632 0.33 Seg. 3- Both 74.60.0311 -.93 - 224 -224933 0.33 •†» Ln2,Lev1- Both - - 941 - - - 242 - - 4312 - Wall2-21Both 52.8 - 941 -1.0 - 242 -2424312 0.22 •†» »“»· Ln3,Lev2- Both - - 2407 - - - 242 - - 2458 - Wall3-11^Both236.8 - 2407 -1.0 - 242 -2422458 0.98 »“»· Ln3,Lev1- Both - - 3341 - - - 456 - - 4101 - Wall3-14^Both371.2 - 3341 -1.0 - 456 -4564101 0.81 Wall3-24Both 0.0 - 0 -1.0 - 456 - - - - •†» »“»· Ln4,Lev2- Both - - 1072 - - - 242 - - 5105 - Wall4-31Both - - 1072 -1.0 - 242 - - 5105 - Seg. 1- Both 42.30.0141 -.83 - 202 -202672 0.21 Seg. 2- Both 50.80.0931 -1.0 - 242 -2424433 0.21 »“»· Ln4,Lev1- Both - - 1925 - - - 242 - - 6589 - Wall4-11Both 70.6 - 1366 -1.0 - 242 -2424675 0.29 Wall4-31Both - - 559 -1.0 - 242 - - 1914 - Seg. 1- Both 0.00.00 -1.0 - 242 -242 - - Seg. 2- Both 70.60.0559 -1.0 - 242 -2421914 0.29 Seg. 3- Both 0.00.00 -1.0 - 242 -242 - - –ﬁ ˝ ˝‚»¿ﬁ–ﬁ ‰»¯·”ˆ›«··–'¿·» ˝‚»¿ﬁ¯·”ˆ˛»› ˝‚»¿ﬁ·•†»›•ﬁ““‡¿¤æ“”‹˚¯·›ˆ†‹¤‹†‹¤‹–‡˚ ¯·›ˆ˛¿‹•– •†» »“»· LnB,Lev2- Both - - 2953 - - - 353 - - 3411 - WallB-13^Both - - 1418 -1.0 - 353 - - 1638 - Seg. 1- Both242.20.0767 -.79 - 280 -280886 0.87 Seg. 2- Both 0.00.00 -1.0 - 353 -353 - - Seg. 3- Both223.10.0651 -.73 - 258 -258752 0.87 WallB-23^Both - - 1535 -1.0 - 353 - - 1773 - Seg. 1- Both235.80.0727 -.77 - 272 -272840 0.87 Seg. 2- Both248.60.0808 -.81 - 287 -287933 0.87 »“»· LnB,Lev1- Both - - 4373 - - 595595 - A - 4381 - WallB-12^Both - - 4373 1.01.0595595 - - 4381 - Seg. 1- Both792.1 1438431 9430656 . 2376 .67.67397397 -7942381 1.00 Seg. 2- Both726.1 1438431 9430656 . 1997 .61.61364364 -7272001 1.00 •†» LnD,Lev1- Both - - 1318 - - - 456 - - 4329 - WallD-14Both138.8 - 1318 -1.0 - 456 -4564329 0.30 •†» »“»· LnF,Lev2- Both - - 3024 - - - 242 - - 7195 - WallF-11Both - - 3024 -1.0 - 242 - - 7195 - Seg. 1- Both101.60.0432 -1.0 - 242 -2421028 0.42 Seg. 2- Both101.60.02219 -1.0 - 242 -2425279 0.42 Seg. 3 -Both 97.4 0.0 373 - .96 - 232 - 232 888 0.42 21 of 82 ––…–ﬁ›r˝‚»¿ﬁ'¿··›º˛˙˝˝'›' »‰ º Œ ˝˛ ˛˝¸˝ł”·»¤•·»›»•›‡•‰…»›•„†‰–†‹•†«»… »“»· LnF,Lev1- Both - - 3948 - - - 353 - - 4875 - WallF-13Both - - 3948 -1.0 - 353 - - 4875 - Seg. 1- Both286.20.02075 -1.0 - 353 -3532562 0.81 Seg. 2- Both254.40.01018 -.89 - 314 -3141257 0.81 Seg. 3- Both233.20.0855 -.81 - 288 -2881056 0.81 Legend: W Gp-Walldesigngroupdefined inSheathingandFramingMaterials tables, where it showsassociatedStandardWall. "^" means that this wall is criticalforall walls in theStandardWallgroup. For Dir– Directionof seismic forcealongshearline. v- Design shear forceon segment=ASD-factored shear forceperunit lengthof full-height sheathing(FHS) vmax/vft-Perforated walls: Collectorand in-planeanchorage forceasperSDPWSeqn.4.3-9=V/FHS/Co.FHS is factored fornarrow segmentsas per4.3.4.3 Force-transfer walls:Shear force inpiersaboveandbeloweitheropeningsorpiersbesideopening(s).Aspectratio factordoesnotapply to these piers. V-ASD factored shear force.For shearline: total shearline force.For wall:totalofall segmentson wall.Forsegment: forceon segment Asp/Cub–For wall: Unblocked structuralwoodpanel factor Cub fromSDPWS4.3.3.2.For segmentor force-transferpier:Aspectratioadjustment fromSDPWS4.3.3.4.1 Int- Unit shear capacityof interior sheathing;Ext- Unit shear capacityofexterior sheathing.For wall: Unfactored.For segment: Include Cub factor andaspectratioadjustments. Co-Adjustment factor forperforated walls fromSDPWSEquation4.3-5. C-Sheathing combinationrule,A=Addcapacities,S=Strongest sideor twice weakest, G =Stiffness-basedusingSDPWS4.3-3. Cmb-Combined interiorandexteriorunit shear capacity includingperforated wall factor Co. V–Total factored shear capacityof shearline, wallor segment. Crit Resp– Responseratio= v/Cmb=design shear force/unit shear capacity. "W" indicates that the winddesign criterion was critical in selecting wall. –‹»› ˛»”»ﬁ ‹–·»“¿‹•–†˚•»'…•¿„ﬁ¿‡› ”–ﬁ •†…•“•…«¿· ·»“»· ”–ﬁ«·•”‹¿†‰‚–ﬁ¿„» ”–ﬁ‰» ‹ ”–ﬁ»ﬁ ”–ﬁ¿‹»…'¿··›„•“»†§˝—˝Œ 22 of 82 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) 4 x 8 DF No.2 R4 Passed 1 piece(s) 4 x 8 DF No.2 R5 Passed 1 piece(s) 4 x 12 DF No.2 R6 Passed 1 piece(s) 4 x 8 DF No.2 R7 Passed 1 piece(s) 4 x 12 DF No.2 R8 Passed 1 piece(s) 4 x 8 DF No.2 R9 Passed 1 piece(s) 6 x 12 DF No.2 UPPER FLOOR FRAMING Member Name Results Current Solution Comments FJ1 (REF ONLY)Passed 1 piece(s) 18" TJI® 360 @ 24" OC U1 Passed 1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam U2 Passed 1 piece(s) 4 x 8 DF No.2 U3 Passed 1 piece(s) 4 x 8 DF No.2 U4 Passed 1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam U5 Passed 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam U6 Passed 1 piece(s) 4 x 10 DF No.2 U7 Passed 1 piece(s) 4 x 8 DF No.2 U8 Passed 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam U9 Passed 1 piece(s) 4 x 10 DF No.2 U10 Passed 1 piece(s) 4 x 8 DF No.2 U11 Passed 1 piece(s) 4 x 8 DF No.2 U12 Passed 1 piece(s) 4 x 8 DF No.2 U13 Passed 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam U14 Passed 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam U21 Passed 1 piece(s) 4 x 8 DF No.2 U22 Passed 1 piece(s) 4 x 8 DF No.2 U23 Passed 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam MAIN FLOOR FRAMING Member Name Results Current Solution Comments M1 Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC M2 Passed 1 piece(s) 4 x 10 DF No.2 M3 Passed 1 piece(s) 4 x 10 DF No.2 M4 Passed 1 piece(s) 4 x 10 DF No.2 M5 Passed 1 piece(s) 4 x 10 DF No.2 M7 Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC M8 Passed 1 piece(s) 6 x 12 HF No.2 M9 Passed 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam 230501 - BEAM CALCULATIONS JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6 File Name: 230501 - BEAM CALCULATIONS VISTA 23 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)513 @ 0 3281 (1.50")Passed (16%)--1.0 D + 1.0 S (All Spans) Shear (lbs)446 @ 8 3/4"3502 Passed (13%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1442 @ 5' 7 1/2"3438 Passed (42%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.101 @ 5' 7 1/2"0.375 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.185 @ 5' 7 1/2"0.313 Passed (L/731)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (5/16"). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"232 281 513 None 2 - Trimmer - HF 1.50"1.50"1.50"232 281 513 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)11' 3" o/c Bottom Edge (Lu)11' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 11' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 11' 3"2'17.4 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 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 24 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2074 @ 0 3281 (1.50")Passed (63%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1498 @ 8 3/4"3502 Passed (43%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2722 @ 2' 7 1/2"3438 Passed (79%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.044 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.076 @ 2' 7 1/2"0.262 Passed (L/829)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"860 1214 2074 None 2 - Trimmer - HF 1.50"1.50"1.50"860 1214 2074 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 3" o/c Bottom Edge (Lu)5' 3" o/c 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"18' 6"17.4 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, R2 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 25 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1087 @ 0 3281 (1.50")Passed (33%)--1.0 D + 1.0 S (All Spans) Shear (lbs)510 @ 8 3/4"3502 Passed (15%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)747 @ 1' 4 1/2"3438 Passed (22%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.003 @ 1' 4 1/2"0.092 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.006 @ 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 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"451 636 1087 None 2 - Trimmer - HF 1.50"1.50"1.50"451 636 1087 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)2' 9" o/c Bottom Edge (Lu)2' 9" o/c 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"18' 6"17.4 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) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 26 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)211 @ 0 3281 (1.50")Passed (6%)--1.0 D + 1.0 S (All Spans) Shear (lbs)129 @ 8 3/4"3502 Passed (4%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)197 @ 1' 10 1/2"3438 Passed (6%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.002 @ 1' 10 1/2"0.125 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.003 @ 1' 10 1/2"0.188 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"93 117 211 None 2 - Trimmer - HF 1.50"1.50"1.50"93 117 211 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 9" o/c Bottom Edge (Lu)3' 9" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 3' 9"N/A 6.4 -- 1 - Uniform (PSF)0 to 3' 9"2' 6"17.4 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 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 27 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3159 @ 0 3281 (1.50")Passed (96%)--1.0 D + 1.0 S (All Spans) Shear (lbs)3475 @ 1' 2 1/4"4253 Passed (82%)0.90 1.0 D (All Spans) Moment (Ft-lbs)4210 @ 1' 8"5482 Passed (77%)0.90 1.0 D (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)0.005 @ 1' 2 1/8"0.112 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"2755 404 3159 None 2 - Trimmer - HF 4.50"4.50"3.43"7241 273 7514 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)2' 6" o/c Bottom Edge (Lu)2' 6" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 2' 6"N/A 10.0 -- 1 - Uniform (PSF)0 to 1' 8"15' 3"17.4 25.0 ROOF 2 - Point (lb)1' 8"N/A 9500 -C1 3 - Uniform (PSF)1' 8" to 2' 6"2'17.4 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 12 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 28 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)734 @ 0 3281 (1.50")Passed (22%)--1.0 D + 1.0 S (All Spans) Shear (lbs)258 @ 8 3/4"3502 Passed (7%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)413 @ 1' 1 1/2"3438 Passed (12%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.001 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.002 @ 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 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"305 429 734 None 2 - Trimmer - HF 1.50"1.50"1.50"305 429 734 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)2' 3" o/c Bottom Edge (Lu)2' 3" o/c 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"15' 3"17.4 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 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 29 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1116 @ 1 1/2"6563 (3.00")Passed (17%)--1.0 D + 1.0 S (All Spans) Shear (lbs)955 @ 1' 2 1/4"5434 Passed (18%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)4466 @ 8' 3"7004 Passed (64%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.177 @ 8' 3"0.542 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.319 @ 8' 3"0.813 Passed (L/610)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 3.00"3.00"1.50"497 619 1116 None 2 - Trimmer - HF 3.00"3.00"1.50"497 619 1116 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)16' 6" o/c Bottom Edge (Lu)16' 6" o/c 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 16' 6"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, R7 1 piece(s) 4 x 12 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 30 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)365 @ 0 3281 (1.50")Passed (11%)--1.0 D + 1.0 S (All Spans) Shear (lbs)187 @ 8 3/4"3502 Passed (5%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)273 @ 1' 6"3438 Passed (8%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.001 @ 1' 6"0.150 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.002 @ 1' 6"0.200 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 Deflection criteria: LL (L/240) and TL (L/180). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Column Cap - steel 1.50"1.50"1.50"158 206 365 Blocking 2 - Stud wall - HF 3.50"3.50"1.50"176 229 405 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 2" o/c Bottom Edge (Lu)3' 2" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 3' 2"N/A 6.4 -- 1 - Uniform (PSF)0 to 3' 2" (Front)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, R8 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 31 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1002 @ 0 5156 (1.50")Passed (19%)--1.0 D + 1.0 S (All Spans) Shear (lbs)589 @ 1' 1"8244 Passed (7%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1315 @ 2' 7 1/2"10166 Passed (13%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.004 @ 2' 7 1/2"0.262 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.007 @ 2' 7 1/2"0.350 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 Deflection criteria: LL (L/240) and TL (L/180). Allowed moment does not reflect the adjustment for the beam stability factor. 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 Factored Accessories 1 - Column Cap - steel 1.50"1.50"1.50"444 558 1002 Blocking 2 - Stud wall - HF 5.50"5.50"1.50"501 629 1129 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 7" o/c Bottom Edge (Lu)5' 7" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 7"N/A 16.0 -- 1 - Uniform (PSF)0 to 5' 7" (Top)8' 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, R9 1 piece(s) 6 x 12 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 32 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)958 @ 21' 6 1/2"1505 (3.50")Passed (64%)1.00 1.0 D + 1.0 L (Alt Spans) Shear (lbs)988 @ 2' 5 1/2"2425 Passed (41%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)4331 @ 12' 2 13/16"9465 Passed (46%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.234 @ 11' 10 5/8"0.644 Passed (L/990)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.272 @ 12' 1/8"0.966 Passed (L/852)--1.0 D + 1.0 L (Alt Spans) 47 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 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 Factored Accessories 1 - Beam - HF 5.50"5.50"3.50"553 961 223 1514 Blocking 2 - Stud wall - HF 5.50"4.25"1.75"166 803/-2 -23 968 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 8" 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 21' 11"24"10.0 40.0 -Residential - Living Areas 2 - Point (lb)0 N/A 160 --WALL 3 - Point (lb)0 N/A 60 -100 ROOF 4 - Point (lb)0 N/A 60 -100 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 UPPER FLOOR FRAMING, FJ1 (REF ONLY) 1 piece(s) 18" TJI® 360 @ 24" OC ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 33 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)7732 @ 4"12251 (5.50")Passed (63%)--1.0 D + 1.0 L (All Spans) Shear (lbs)6404 @ 1' 8 1/2"14575 Passed (44%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)35930 @ 9' 11 3/8"40406 Passed (89%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.532 @ 9' 11 7/16"0.642 Passed (L/434)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.860 @ 9' 11 1/2"0.962 Passed (L/268)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Critical positive moment adjusted by a volume/size factor of 0.98 that was calculated using length L = 19' 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 Factored Accessories 1 - Stud wall - HF 5.50"5.50"3.47"2952 4780 1110 7732 None 2 - Stud wall - HF 5.50"5.50"3.39"2914 4636 1112 7550 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)19' 11" o/c Bottom Edge (Lu)19' 11" o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 19' 11"N/A 20.0 ---- 1 - Uniform (PSF)18' to 19' 11" (Top)10'10.0 40.0 -FLOOR 2 - Uniform (PLF)18' to 19' 11" (Top)N/A 80.0 --WALL 3 - Uniform (PSF)18' to 19' 11" (Top)2' 6"16.8 -25.0 ROOF 4 - Uniform (PSF)18' to 19' 11" (Top)2'16.8 -25.0 LOWER ROOF 5 - Uniform (PLF)0 to 18' (Top)N/A 276.5 480.5 111.5 Linked from: FJ1 (REF 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, U1 1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 34 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)291 @ 0 3281 (1.50")Passed (9%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)46 @ 8 3/4"3045 Passed (1%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)85 @ 7 1/2"2989 Passed (3%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.000 @ 0 0.042 Passed (2L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.000 @ 7 1/2"0.063 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 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"136 138 70 291 None 2 - Trimmer - HF 1.50"1.50"1.50"136 138 70 291 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)1' 3" o/c Bottom Edge (Lu)1' 3" o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 1' 3"N/A 6.4 ---- 1 - Uniform (PSF)0 to 1' 3"5' 6"10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 1' 3"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 1' 3"2'16.8 -25.0 LOWER ROOF 4 - Uniform (PSF)0 to 1' 3"2' 6"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 UPPER FLOOR FRAMING, U2 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 35 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)758 @ 0 3281 (1.50")Passed (23%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)391 @ 8 3/4"3045 Passed (13%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)577 @ 1' 7 1/2"2989 Passed (19%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.004 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.007 @ 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 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"352 358 183 758 None 2 - Trimmer - HF 1.50"1.50"1.50"352 358 183 758 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 3" o/c Bottom Edge (Lu)3' 3" o/c 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"5' 6"10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 3' 3"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 3' 3"2'16.8 -25.0 LOWER ROOF 4 - Uniform (PSF)0 to 3' 3"2' 6"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 UPPER FLOOR FRAMING, U3 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 36 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)16357 @ 13' 1"19663 (5.50")Passed (83%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)13439 @ 11' 5 1/2"17490 Passed (77%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)55637 @ 8' 8"59400 Passed (94%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.083 @ 7' 13/16"0.425 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.297 @ 7' 1 3/4"0.637 Passed (L/515)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Critical positive moment adjusted by a volume/size 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 Factored Accessories 1 - Column - HF 5.50"5.50"2.56"6115 3054 993 9170 Blocking 2 - Column - SPF 5.50"5.50"4.58"11016 5248 1874 16357 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)13' 5" o/c Bottom Edge (Lu)13' 5" o/c 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 24.1 ---- 1 - Uniform (PSF)0 to 8' 8" (Top)9'10.0 40.0 -FLOOR 2 - Uniform (PSF)8' 8" to 13' 5" (Top)4'10.0 40.0 -FLOOR 3 - Point (lb)8' 8" (Top)N/A 10671 --C1 4 - Uniform (PLF)0 to 8' 8" (Top)N/A 80.0 --WALL 5 - Uniform (PSF)8' 8" to 13' 5" (Top)2'18.0 40.0 -LOWER ROOF 6 - Uniform (PSF)8' 8" to 13' 5" (Top)19'18.0 40.0 -ROOF 7 - Point (lb)8' 8" (Top)N/A 2676 432 2867 Linked from: U23, 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, U4 1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 37 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5057 @ 4"12251 (5.50")Passed (41%)--1.0 D + 1.0 L (All Spans) Shear (lbs)3822 @ 1' 4"10203 Passed (37%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)12168 @ 5' 5 1/2"20213 Passed (60%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.190 @ 5' 5 1/2"0.342 Passed (L/648)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.241 @ 5' 5 1/2"0.512 Passed (L/510)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 10' 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 Factored Accessories 1 - Beam - HF 5.50"5.50"2.27"1073 3985 5057 None 2 - Stud wall - HF 5.50"5.50"2.27"1073 3985 5057 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)10' 11" o/c Bottom Edge (Lu)10' 11" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 10' 11"N/A 14.0 -- 1 - Uniform (PSF)0 to 10' 11" (Top)18' 3"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, U5 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 38 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1467 @ 0 3281 (1.50")Passed (45%)--1.0 D + 1.0 L (All Spans) Shear (lbs)872 @ 10 3/4"3885 Passed (22%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1620 @ 2' 2 1/2"4492 Passed (36%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.012 @ 2' 2 1/2"0.147 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.015 @ 2' 2 1/2"0.221 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"308 1159 1467 None 2 - Trimmer - HF 1.50"1.50"1.50"308 1159 1467 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 5" o/c Bottom Edge (Lu)4' 5" o/c Dead Floor Live Vertical Loads Location Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 4' 5"N/A 8.2 -- 1 - Uniform (PSF)0 to 4' 5"13' 1 1/2"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, U6 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 39 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1046 @ 0 3281 (1.50")Passed (32%)--1.0 D + 1.0 L (All Spans) Shear (lbs)577 @ 8 3/4"3045 Passed (19%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)850 @ 1' 7 1/2"2989 Passed (28%)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)0.009 @ 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 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"218 829 1046 None 2 - Trimmer - HF 1.50"1.50"1.50"218 829 1046 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 3" o/c Bottom Edge (Lu)3' 3" o/c 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' 9"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, U7 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 40 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5794 @ 16' 9 1/4"7796 (3.50")Passed (74%)--1.0 D + 1.0 L (All Spans) Shear (lbs)4795 @ 15' 6 1/4"13118 Passed (37%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)22845 @ 8' 8 3/16"33413 Passed (68%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.427 @ 8' 6 7/8"0.548 Passed (L/462)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.548 @ 8' 6 7/8"0.822 Passed (L/360)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 16' 5 1/4". 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 Factored Accessories 1 - Stud wall - HF 5.50"5.50"2.56"1262 4430 5691 Blocking 2 - Beam - HF 3.50"3.50"2.60"1280 4514 5794 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)16' 11" o/c Bottom Edge (Lu)16' 11" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 16' 11 1/4"N/A 18.0 -- 1 - Uniform (PSF)0 to 9' 3 1/2" (Top)12' 9"10.0 40.0 FLOOR 2 - Uniform (PSF)9' 3 1/2" to 16' 11 1/4" (Top)13' 9"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, U8 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 41 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5844 @ 1 1/2"6563 (3.00")Passed (89%)--1.0 D + 1.0 L (All Spans) Shear (lbs)3551 @ 1' 1/4"3885 Passed (91%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3383 @ 8 1/2"4492 Passed (75%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.076 @ 3' 9 15/16"0.275 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.098 @ 3' 10"0.412 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Trimmer - HF 3.00"3.00"2.67"1309 4535 5844 None 2 - Trimmer - HF 1.50"1.50"1.50"207 649 856 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' 5" o/c Bottom Edge (Lu)8' 5" o/c Dead Floor Live Vertical Loads Location Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 8' 4 1/2"N/A 8.2 -- 1 - Uniform (PSF)0 to 8' 4 1/2"2'10.0 40.0 FLOOR 2 - Point (lb)8 1/2"N/A 1280 4514 Linked from: U8, 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 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 42 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1448 @ 0 3281 (1.50")Passed (44%)--1.0 D + 1.0 L (All Spans) Shear (lbs)951 @ 8 3/4"3045 Passed (31%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1539 @ 2' 1 1/2"2989 Passed (51%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.022 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.028 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"301 1148 1448 None 2 - Trimmer - HF 1.50"1.50"1.50"301 1148 1448 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 3" o/c Bottom Edge (Lu)4' 3" o/c Dead Floor Live Vertical Loads Location Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 4' 3"13' 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 UPPER FLOOR FRAMING, U10 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 43 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)388 @ 0 3281 (1.50")Passed (12%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)198 @ 8 3/4"3045 Passed (7%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)292 @ 1' 7 1/2"2989 Passed (10%)1.00 1.0 D + 1.0 L (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 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"229 130 81 388 None 2 - Trimmer - HF 1.50"1.50"1.50"229 130 81 388 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 3" o/c Bottom Edge (Lu)3' 3" o/c 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"2'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 3' 3"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 3' 3"2'17.4 -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, U11 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 44 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2184 @ 1 1/2"6563 (3.00")Passed (33%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)1355 @ 10 1/4"3502 Passed (39%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)2192 @ 2' 3"3438 Passed (64%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.021 @ 2' 3"0.142 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.040 @ 2' 3"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 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 3.00"3.00"1.50"1058 405 1097 2184 None 2 - Trimmer - HF 3.00"3.00"1.50"1058 405 1097 2184 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 6" o/c Bottom Edge (Lu)4' 6" o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 6"N/A 6.4 ---- 1 - Uniform (PSF)0 to 4' 6"4' 6"10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 4' 6"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 4' 6"19' 6"17.4 -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, U12 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 45 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)6229 @ 13' 1 1/2"6229 (1.74")Passed (100%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)5229 @ 12' 1 1/2"13409 Passed (39%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs)18112 @ 8' 6"30360 Passed (60%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.205 @ 6' 9 7/16"0.426 Passed (L/747)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.381 @ 6' 9 9/16"0.640 Passed (L/403)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 12' 9 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 Factored Accessories 1 - Stud wall - HF 5.50"5.50"2.93"3054 1346 3275 6519 Blocking 2 - Hanger on 12" GLB beam 5.50"Hanger¹1.74"3149 1371 3337 6680 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)13' 2" o/c Bottom Edge (Lu)13' 2" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 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)0 to 13' 1 1/2"N/A 16.0 ---- 1 - Uniform (PSF)0 to 13' 7" (Top)5'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 3' 6" (Top)N/A 80.0 --WALL 3 - Uniform (PLF)8' 6" to 13' 7" (Top)N/A 80.0 --WALL 4 - Uniform (PSF)0 to 3' 6" (Top)19' 6"17.4 -25.0 ROOF 5 - Uniform (PSF)8' 6" to 13' 7" (Top)19' 6"17.4 -25.0 ROOF 6 - Point (lb)3' 6" (Top)N/A 860 -1214 Linked from: R2, Support 1 7 - Point (lb)8' 6" (Top)N/A 860 -1214 Linked from: R2, 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, U13 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 46 of 82 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 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 47 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4665 @ 4"12251 (5.50")Passed (38%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)5972 @ 14' 5"15085 Passed (40%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs)32048 @ 9' 9"38424 Passed (83%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.282 @ 8' 4 13/16"0.511 Passed (L/651)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.566 @ 8' 4 7/16"0.767 Passed (L/325)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 15' 4". 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 Factored Accessories 1 - Beam - HF 5.50"5.50"2.09"2452 1078 1873 4665 None 2 - Column Cap - steel 5.50"5.50"1.82"3222 1073 3279 6501 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)16' o/c Bottom Edge (Lu)16' o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 16'N/A 18.0 ---- 1 - Uniform (PSF)0 to 9' 9" (Top)2'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 9' 9" (Top)N/A 80.0 --WALL 3 - Uniform (PSF)0 to 9' 9" (Top)2'17.4 -25.0 ROOF 4 - Uniform (PSF)9' 9" to 16' (Top)8' 6"17.4 -25.0 LOWER ROOF 5 - Point (lb)9' 9" (Front)N/A 3149 1371 3337 Linked from: U13, 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, U14 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 48 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2063 @ 0 3281 (1.50")Passed (63%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)1355 @ 8 3/4"3502 Passed (39%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)2192 @ 2' 1 1/2"3438 Passed (64%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.021 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.040 @ 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 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"999 383 1036 2063 None 2 - Trimmer - HF 1.50"1.50"1.50"999 383 1036 2063 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 3" o/c Bottom Edge (Lu)4' 3" o/c 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"4' 6"10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 4' 3"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 4' 3"19' 6"17.4 -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, U21 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 49 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2090 @ 2' 3"3281 (1.50")Passed (64%)--1.0 D + 1.0 S (All Spans) Shear (lbs)801 @ 1' 6 1/4"3502 Passed (23%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)788 @ 1' 10"3438 Passed (23%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.002 @ 1' 2 5/16"0.075 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.003 @ 1' 2 5/16"0.112 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 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"233 203 244 568 None 2 - Trimmer - HF 1.50"1.50"1.50"917 203 1174 2090 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)2' 3" o/c Bottom Edge (Lu)2' 3" o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 2' 3"N/A 6.4 ---- 1 - Uniform (PSF)0 to 2' 3"4' 6"10.0 40.0 -FLOOR 2 - Uniform (PLF)1' 10" to 2' 3"N/A 80.0 --WALL 3 - Uniform (PSF)1' 10" to 2' 3"19' 6"17.4 -25.0 ROOF 4 - Point (lb)1' 10"N/A 860 -1214 Linked from: R2, 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, U22 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 50 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5078 @ 10' 2 1/2"5363 (1.50")Passed (95%)--1.0 D + 1.0 S (All Spans) Shear (lbs)4178 @ 9' 4"11733 Passed (36%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)12535 @ 5' 3 1/4"23244 Passed (54%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.119 @ 5' 3 1/4"0.247 Passed (L/996)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.230 @ 5' 3 1/4"0.494 Passed (L/514)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 9' 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 Snow Factored Accessories 1 - Stud wall - HF 5.50"4.25"2.39"2619 422 2800 5419 1 1/4" Rim Board 2 - Hanger on 10 1/2" HF beam 5.50"Hanger¹1.50"2676 432 2867 5543 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 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)1 1/4" to 10' 2 1/2"N/A 14.0 ---- 1 - Uniform (PSF)0 to 10' 8" (Top)2'10.0 40.0 -FLOOR 2 - Uniform (PSF)0 to 10' 8" (Top)5' 9"18.0 -25.0 LOWER ROOF 3 - Uniform (PLF)0 to 10' 8" (Top)N/A 80.0 --WALL 4 - Uniform (PSF)0 to 10' 8" (Top)15' 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 UPPER FLOOR FRAMING, U23 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 51 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)363 @ 10' 10 1/2"1367 (2.25")Passed (27%)--1.0 D + 1.0 L (All Spans) Shear (lbs)299 @ 1' 3/4"1388 Passed (22%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)948 @ 5' 6 1/2"1917 Passed (49%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.121 @ 5' 6 1/2"0.356 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.151 @ 5' 6 1/2"0.533 Passed (L/848)--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 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. 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 Factored Accessories 1 - Beam - HF 3.50"3.50"1.50"74 296 369 Blocking 2 - Stud wall - HF 3.50"2.25"1.50"74 296 369 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)11' o/c Bottom Edge (Lu)11' o/c Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 11' 1"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, M1 1 piece(s) 2 x 10 HF No.2 @ 16" OC ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 52 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1353 @ 2"4961 (3.50")Passed (27%)--1.0 D + 1.0 L (All Spans) Shear (lbs)853 @ 1' 3/4"3885 Passed (22%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1726 @ 2' 10 1/2"4492 Passed (38%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.019 @ 2' 10 1/2"0.181 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.025 @ 2' 10 1/2"0.271 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Beam - HF 3.50"3.50"1.50"290 1064 1353 None 2 - Stud wall - HF 3.50"3.50"1.50"290 1064 1353 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 9" o/c Bottom Edge (Lu)5' 9" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 5' 9"N/A 8.2 -- 1 - Uniform (PSF)0 to 5' 9" (Top)9' 3"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, M2 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 53 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2288 @ 2"4961 (3.50")Passed (46%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1227 @ 1' 3/4"3885 Passed (32%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2254 @ 2' 3 1/2"4492 Passed (50%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.014 @ 2' 3 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.020 @ 2' 3 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Beam - HF 3.50"3.50"1.61"638 1650 2288 None 2 - Stud wall - HF 3.50"3.50"1.61"638 1650 2288 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 7" o/c Bottom Edge (Lu)4' 7" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 4' 7"N/A 8.2 -- 1 - Uniform (PSF)0 to 4' 7" (Top)6'10.0 40.0 FLOOR 2 - Uniform (PLF)0 to 4' 7" (Top)N/A 90.0 -WALL 3 - Uniform (PSF)0 to 4' 7" (Top)12'10.0 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, M3 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 54 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1536 @ 2"4961 (3.50")Passed (31%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1007 @ 1' 3/4"3885 Passed (26%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2119 @ 3' 1"4492 Passed (47%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.023 @ 3' 1"0.194 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.035 @ 3' 1"0.292 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Beam - HF 3.50"3.50"1.50"549 987 1536 None 2 - Stud wall - HF 3.50"3.50"1.50"549 987 1536 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 2" o/c Bottom Edge (Lu)6' 2" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 6' 2"N/A 8.2 -- 1 - Uniform (PSF)0 to 6' 2" (Top)4'10.0 40.0 FLOOR 2 - Uniform (PLF)0 to 6' 2" (Top)N/A 90.0 -WALL 3 - Uniform (PSF)0 to 6' 2" (Top)4'10.0 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, M4 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 55 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1022 @ 3 1/2"3281 (1.50")Passed (31%)--1.0 D + 1.0 L (All Spans) Shear (lbs)746 @ 1' 3/4"3885 Passed (19%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1459 @ 3' 1 3/4"4492 Passed (32%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.018 @ 3' 1 3/4"0.190 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.023 @ 3' 1 3/4"0.285 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Hanger on 9 1/4" HF beam 3.50"Hanger¹1.50"244 881 1124 See note ¹ 2 - Stud wall - HF 3.50"3.50"1.50"236 846 1082 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 11" o/c Bottom Edge (Lu)5' 11" o/c 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 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)3 1/2" to 6' 2"N/A 8.2 -- 1 - Uniform (PSF)0 to 6' 2" (Top)7'10.0 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, M5 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 56 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)434 @ 5 1/2"911 (1.50")Passed (48%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)340 @ 1' 2 3/4"1388 Passed (25%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)910 @ 4' 10 1/2"1917 Passed (47%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.091 @ 4' 10 1/2"0.294 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.105 @ 4' 10 1/2"0.442 Passed (L/999+)--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 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. 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 Factored Accessories 1 - Hanger on 9 1/4" HF beam 5.50"Hanger¹1.50"65 390 162 479 See note ¹ 2 - Stud wall - HF 5.50"4.25"1.50"64 383 160 471 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)9' 1" o/c Bottom Edge (Lu)9' 1" o/c 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 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 9' 8"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, M7 1 piece(s) 2 x 10 HF No.2 @ 16" OC ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 57 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1944 @ 3 1/2"3341 (1.50")Passed (58%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)1566 @ 1' 3"5903 Passed (27%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)5782 @ 6' 6 1/2"6819 Passed (85%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.183 @ 6' 6 1/2"0.417 Passed (L/821)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.223 @ 6' 6 1/2"0.625 Passed (L/673)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. 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 Floor Live Snow Factored Accessories 1 - Hanger on 11 1/2" HF beam 3.50"Hanger¹1.50"362 1570 654 2030 See note ¹ 2 - Hanger on 11 1/2" HF beam 3.50"Hanger¹1.50"362 1570 654 2030 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)12' 6" o/c Bottom Edge (Lu)12' 6" o/c 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)3 1/2" to 12' 9 1/2"N/A 16.0 ---- 1 - Uniform (PSF)0 to 13' 1" (Top)4'10.0 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, M8 1 piece(s) 6 x 12 HF No.2 ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 58 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1304 @ 2"4961 (3.50")Passed (26%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)903 @ 1' 2"6493 Passed (14%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)2458 @ 4' 3 1/2"12863 Passed (19%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.044 @ 4' 3 1/2"0.275 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.052 @ 4' 3 1/2"0.412 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 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. Critical positive moment adjusted by a volume/size 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 Factored Accessories 1 - Beam - HF 3.50"3.50"1.50"210 1030 429 1304 None 2 - Beam - HF 3.50"3.50"1.50"210 1030 429 1304 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' 7" o/c Bottom Edge (Lu)8' 7" o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 8' 7"N/A 8.9 ---- 1 - Uniform (PSF)0 to 8' 7" (Top)4'10.0 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, M9 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 12/5/2023 6:31:47 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 230501 - BEAM CALCULATIONS VISTA 59 of 82 60 of 82 »†»ﬁ¿·––‹•†„ ˛ •‰ ŒØ 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 ¿·‰«·¿‹•–†›»ﬁ Ł Ł ˝ ØŒ –¿… –‡•†¿‹•–†› ¸›»… Ł »†»ﬁ¿· †”–ﬁ‡¿‹•–† ¿‹»ﬁ•¿· —ﬁ–»ﬁ‹•»›˝–•· »›•„† ˚¿·«»› º †¿·§›•› ˝»‹‹•†„› ºksi –ksfAllowable Soil Bearing = = º Œ º= Flexure = Shear = Valuesj Ł Soil PassiveResistance(for Sliding) = Increasesbasedonfootingplandimension Add Pedestal Wt for Soil Pressure –: Use Pedestalwt forstability,mom & shear –: Allowablepressureincreaseper footofdepth =ksfwhenmax.lengthorwidthisgreater than =ft : = AddFtg Wt for Soil Pressure ˙»› ˙»›:Use ftgwt forstability,moments & shears when footingbaseisbelow ft pcf Increase Bearing ByFooting Weight =pcf Min. Overturning SafetyFactor = : 1 IncreasesbasedonfootingDepthØº = Soil/ConcreteFrictionCoeff. Ec : Concrete ElasticModulus = =Footingbasedepthbelowsoilsurface ft =Allowpress.increaseper footofdepth ksf = : 1Min. Sliding SafetyFactor = = ConcreteDensity = Min Allow%TempReinf. ksif'c : Concrete28daystrength fy : Rebar Yield ksi Min Steel% BendingReinf. # •‡»†›•–†› Widthparallel to X-X Axis ft Lengthparallel toZ-Z Axis = ft =Pedestaldimensions... px : parallel to X-X Axis in pz : parallel toZ-Z Axis in Height == in FootingThickness = Ł in= RebarCenterline to EdgeofConcrete...=inat Bottomof footing ˛»•†”–ﬁ‰•†„ # Barsparallel to X-X Axis Reinforcing Bar Size =Numberof Bars = Barsparallel toZ-Z Axis Reinforcing Bar Size= Numberof Bars = BandwidthDistributionCheck(ACI15.4.4.2) DirectionRequiringCloser Separation †æ¿ # Barsrequiredwithinzone †æ¿ # Barsrequiredoneachsideofzone †æ¿ ·•»…–¿…› º 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 = 61 of 82 »†»ﬁ¿·––‹•†„ ˛ •‰ ŒØ 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 . —˝˝n/aSliding- X-X 0.0k 0.0k No Sliding —˝˝n/aSliding-Z-Z 0.0k 0.0k No Sliding DESIGNSUMMARY »›•„† GoverningLoadCombinationMin.RatioItem Applied Capacity —˝˝0.9813 Soil Bearing 1.472ksf 1.50ksf +D+S —˝˝n/aOverturning- X-X 0.0k-ft 0.0k-ft No Overturning —˝˝n/aOverturning-Z-Z 0.0k-ft 0.0k-ft No Overturning —˝˝n/a Uplift 0.0k 0.0k NoUplift —˝˝0.2505 ZFlexure(+X)1.074k-ft/ft 4.288k-ft/ft+1.20D+1.60S —˝˝0.2505 ZFlexure(-X)1.074k-ft/ft 4.288k-ft/ft+1.20D+1.60S —˝˝0.2505 XFlexure(+Z)1.074k-ft/ft 4.288k-ft/ft+1.20D+1.60S —˝˝0.2505 XFlexure(-Z)1.074k-ft/ft 4.288k-ft/ft+1.20D+1.60S —˝˝0.27691-way Shear(+X)20.770psi 75.0psi +1.20D+1.60S —˝˝0.27691-way Shear(-X)20.770psi 75.0psi +1.20D+1.60S —˝˝0.27691-way Shear(+Z)20.770psi 75.0psi +1.20D+1.60S —˝˝0.27691-way Shear(-Z)20.770psi 75.0psi +1.20D+1.60S —˝˝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 62 of 82 »†»ﬁ¿·––‹•†„ ˛ •‰ ŒØ 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 ¿·‰«·¿‹•–†›»ﬁ Ł Ł ˝ ØŒ –¿… –‡•†¿‹•–†› ¸›»… Ł »†»ﬁ¿· †”–ﬁ‡¿‹•–† ¿‹»ﬁ•¿· —ﬁ–»ﬁ‹•»›˝–•· »›•„† ˚¿·«»› º †¿·§›•› ˝»‹‹•†„› ºksi –ksfAllowable Soil Bearing = = º Œ º= Flexure = Shear = Valuesj Ł Soil PassiveResistance(for Sliding) = Increasesbasedonfootingplandimension Add Pedestal Wt for Soil Pressure –: Use Pedestalwt forstability,mom & shear –: Allowablepressureincreaseper footofdepth =ksfwhenmax.lengthorwidthisgreater than =ft : = AddFtg Wt for Soil Pressure ˙»› ˙»›:Use ftgwt forstability,moments & shears when footingbaseisbelow ft pcf Increase Bearing ByFooting Weight =pcf Min. Overturning SafetyFactor = : 1 IncreasesbasedonfootingDepthØº = Soil/ConcreteFrictionCoeff. Ec : Concrete ElasticModulus = =Footingbasedepthbelowsoilsurface ft =Allowpress.increaseper footofdepth ksf = : 1Min. Sliding SafetyFactor = = ConcreteDensity = Min Allow%TempReinf. ksif'c : Concrete28daystrength fy : Rebar Yield ksi Min Steel% BendingReinf. # •‡»†›•–†› Widthparallel to X-X Axis ºft Lengthparallel toZ-Z Axis = ºft =Pedestaldimensions... px : parallel to X-X Axis in pz : parallel toZ-Z Axis in Height == in FootingThickness = Ł in= RebarCenterline to EdgeofConcrete...=inat Bottomof footing ˛»•†”–ﬁ‰•†„ # Barsparallel to X-X Axis Reinforcing Bar Size =Numberof Bars = Barsparallel toZ-Z Axis Reinforcing Bar Size= Numberof Bars = BandwidthDistributionCheck(ACI15.4.4.2) DirectionRequiringCloser Separation †æ¿ # Barsrequiredwithinzone †æ¿ # Barsrequiredoneachsideofzone †æ¿ ·•»…–¿…› ºº 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 = 63 of 82 »†»ﬁ¿·––‹•†„ ˛ •‰ ŒØ 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 . —˝˝n/aSliding- X-X 0.0k 0.0k No Sliding —˝˝n/aSliding-Z-Z 0.0k 0.0k No Sliding DESIGNSUMMARY »›•„† GoverningLoadCombinationMin.RatioItem Applied Capacity —˝˝0.9713 Soil Bearing 1.457ksf 1.50ksf +D+S —˝˝n/aOverturning- X-X 0.0k-ft 0.0k-ft No Overturning —˝˝n/aOverturning-Z-Z 0.0k-ft 0.0k-ft No Overturning —˝˝n/a Uplift 0.0k 0.0k NoUplift —˝˝0.3349 ZFlexure(+X)1.706k-ft/ft 5.095k-ft/ft+1.20D+1.60S —˝˝0.3349 ZFlexure(-X)1.706k-ft/ft 5.095k-ft/ft+1.20D+1.60S —˝˝0.3349 XFlexure(+Z)1.706k-ft/ft 5.095k-ft/ft+1.20D+1.60S —˝˝0.3349 XFlexure(-Z)1.706k-ft/ft 5.095k-ft/ft+1.20D+1.60S —˝˝0.40041-way Shear(+X)30.030psi 75.0psi +1.20D+1.60S —˝˝0.40041-way Shear(-X)30.030psi 75.0psi +1.20D+1.60S —˝˝0.40041-way Shear(+Z)30.030psi 75.0psi +1.20D+1.60S —˝˝0.40041-way Shear(-Z)30.030psi 75.0psi +1.20D+1.60S —˝˝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 64 of 82 »†»ﬁ¿·––‹•†„ ˛ •‰ ŒØ 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 ¿·‰«·¿‹•–†›»ﬁ Ł Ł ˝ ØŒ –¿… –‡•†¿‹•–†› ¸›»… Ł »†»ﬁ¿· †”–ﬁ‡¿‹•–† ¿‹»ﬁ•¿· —ﬁ–»ﬁ‹•»›˝–•· »›•„† ˚¿·«»› º †¿·§›•› ˝»‹‹•†„› ºksi –ksfAllowable Soil Bearing = = º Œ º= Flexure = Shear = Valuesj Ł Soil PassiveResistance(for Sliding) = Increasesbasedonfootingplandimension Add Pedestal Wt for Soil Pressure –: Use Pedestalwt forstability,mom & shear –: Allowablepressureincreaseper footofdepth =ksfwhenmax.lengthorwidthisgreater than =ft : = AddFtg Wt for Soil Pressure ˙»› ˙»›:Use ftgwt forstability,moments & shears when footingbaseisbelow ft pcf Increase Bearing ByFooting Weight =pcf Min. Overturning SafetyFactor = : 1 IncreasesbasedonfootingDepthØº = Soil/ConcreteFrictionCoeff. Ec : Concrete ElasticModulus = =Footingbasedepthbelowsoilsurface ft =Allowpress.increaseper footofdepth ksf = : 1Min. Sliding SafetyFactor = = ConcreteDensity = Min Allow%TempReinf. ksif'c : Concrete28daystrength fy : Rebar Yield ksi Min Steel% BendingReinf. # •‡»†›•–†› Widthparallel to X-X Axis ft Lengthparallel toZ-Z Axis = ft =Pedestaldimensions... px : parallel to X-X Axis in pz : parallel toZ-Z Axis in Height == in FootingThickness = in= RebarCenterline to EdgeofConcrete...=inat Bottomof footing ˛»•†”–ﬁ‰•†„ # Barsparallel to X-X Axis Reinforcing Bar Size =Numberof Bars = Barsparallel toZ-Z Axis Reinforcing Bar Size= Numberof Bars = BandwidthDistributionCheck(ACI15.4.4.2) DirectionRequiringCloser Separation †æ¿ # Barsrequiredwithinzone †æ¿ # Barsrequiredoneachsideofzone †æ¿ ·•»…–¿…› Ł 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 = 65 of 82 »†»ﬁ¿·––‹•†„ ˛ •‰ ŒØ 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 . —˝˝n/aSliding- X-X 0.0k 0.0k No Sliding —˝˝n/aSliding-Z-Z 0.0k 0.0k No Sliding DESIGNSUMMARY »›•„† GoverningLoadCombinationMin.RatioItem Applied Capacity —˝˝0.9853 Soil Bearing 1.478ksf 1.50ksf +D+S —˝˝n/aOverturning- X-X 0.0k-ft 0.0k-ft No Overturning —˝˝n/aOverturning-Z-Z 0.0k-ft 0.0k-ft No Overturning —˝˝n/a Uplift 0.0k 0.0k NoUplift —˝˝0.2390 ZFlexure(+X)2.492k-ft/ft 10.424k-ft/ft+1.20D+1.60S —˝˝0.2390 ZFlexure(-X)2.492k-ft/ft 10.424k-ft/ft+1.20D+1.60S —˝˝0.2390 XFlexure(+Z)2.492k-ft/ft 10.424k-ft/ft+1.20D+1.60S —˝˝0.2390 XFlexure(-Z)2.492k-ft/ft 10.424k-ft/ft+1.20D+1.60S —˝˝0.20511-way Shear(+X)15.380psi 75.0psi +1.20D+1.60S —˝˝0.20511-way Shear(-X)15.380psi 75.0psi +1.20D+1.60S —˝˝0.20511-way Shear(+Z)15.380psi 75.0psi +1.20D+1.60S —˝˝0.20511-way Shear(-Z)15.380psi 75.0psi +1.20D+1.60S —˝˝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 66 of 82 »†»ﬁ¿·––‹•†„ ˛ •‰ ŒØ 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 ¿·‰«·¿‹•–†›»ﬁ Ł Ł ˝ ØŒ –¿… –‡•†¿‹•–†› ¸›»… Ł »†»ﬁ¿· †”–ﬁ‡¿‹•–† ¿‹»ﬁ•¿· —ﬁ–»ﬁ‹•»›˝–•· »›•„† ˚¿·«»› º †¿·§›•› ˝»‹‹•†„› ºksi –ksfAllowable Soil Bearing = = º Œ º= Flexure = Shear = Valuesj Ł Soil PassiveResistance(for Sliding) = Increasesbasedonfootingplandimension Add Pedestal Wt for Soil Pressure –: Use Pedestalwt forstability,mom & shear –: Allowablepressureincreaseper footofdepth =ksfwhenmax.lengthorwidthisgreater than =ft : = AddFtg Wt for Soil Pressure ˙»› ˙»›:Use ftgwt forstability,moments & shears when footingbaseisbelow ft pcf Increase Bearing ByFooting Weight =pcf Min. Overturning SafetyFactor = : 1 IncreasesbasedonfootingDepthØº = Soil/ConcreteFrictionCoeff. Ec : Concrete ElasticModulus = =Footingbasedepthbelowsoilsurface ft =Allowpress.increaseper footofdepth ksf = : 1Min. Sliding SafetyFactor = = ConcreteDensity = Min Allow%TempReinf. ksif'c : Concrete28daystrength fy : Rebar Yield ksi Min Steel% BendingReinf. # •‡»†›•–†› Widthparallel to X-X Axis ºft Lengthparallel toZ-Z Axis = ºft =Pedestaldimensions... px : parallel to X-X Axis in pz : parallel toZ-Z Axis in Height == in FootingThickness = in= RebarCenterline to EdgeofConcrete...=inat Bottomof footing ˛»•†”–ﬁ‰•†„ # Barsparallel to X-X Axis Reinforcing Bar Size =Numberof Bars = º Barsparallel toZ-Z Axis Reinforcing Bar Size= Numberof Bars =º BandwidthDistributionCheck(ACI15.4.4.2) DirectionRequiringCloser Separation †æ¿ # Barsrequiredwithinzone †æ¿ # Barsrequiredoneachsideofzone †æ¿ ·•»…–¿…› Œº 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 = 67 of 82 »†»ﬁ¿·––‹•†„ ˛ •‰ ŒØ 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 . —˝˝n/aSliding- X-X 0.0k 0.0k No Sliding —˝˝n/aSliding-Z-Z 0.0k 0.0k No Sliding DESIGNSUMMARY »›•„† GoverningLoadCombinationMin.RatioItem Applied Capacity —˝˝0.9947 Soil Bearing 1.492ksf 1.50ksf +D+S —˝˝n/aOverturning- X-X 0.0k-ft 0.0k-ft No Overturning —˝˝n/aOverturning-Z-Z 0.0k-ft 0.0k-ft No Overturning —˝˝n/a Uplift 0.0k 0.0k NoUplift —˝˝0.3026 ZFlexure(+X)3.371k-ft/ft 11.139k-ft/ft+1.20D+1.60S —˝˝0.3026 ZFlexure(-X)3.371k-ft/ft 11.139k-ft/ft+1.20D+1.60S —˝˝0.3026 XFlexure(+Z)3.371k-ft/ft 11.139k-ft/ft+1.20D+1.60S —˝˝0.3026 XFlexure(-Z)3.371k-ft/ft 11.139k-ft/ft+1.20D+1.60S —˝˝0.27591-way Shear(+X)20.690psi 75.0psi +1.20D+1.60S —˝˝0.27591-way Shear(-X)20.690psi 75.0psi +1.20D+1.60S —˝˝0.27591-way Shear(+Z)20.690psi 75.0psi +1.20D+1.60S —˝˝0.27591-way Shear(-Z)20.690psi 75.0psi +1.20D+1.60S —˝˝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 68 of 82 »†»ﬁ¿·––‹•†„ ˛ •‰ ŒØ 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 ¿·‰«·¿‹•–†›»ﬁ Ł Ł ˝ ØŒ –¿… –‡•†¿‹•–†› ¸›»… Ł »†»ﬁ¿· †”–ﬁ‡¿‹•–† ¿‹»ﬁ•¿· —ﬁ–»ﬁ‹•»›˝–•· »›•„† ˚¿·«»› º †¿·§›•› ˝»‹‹•†„› ºksi –ksfAllowable Soil Bearing = = º Œ º= Flexure = Shear = Valuesj Ł Soil PassiveResistance(for Sliding) = Increasesbasedonfootingplandimension Add Pedestal Wt for Soil Pressure –: Use Pedestalwt forstability,mom & shear –: Allowablepressureincreaseper footofdepth =ksfwhenmax.lengthorwidthisgreater than =ft : = AddFtg Wt for Soil Pressure – ˙»›:Use ftgwt forstability,moments & shears when footingbaseisbelow ft pcf Increase Bearing ByFooting Weight =pcf Min. Overturning SafetyFactor = : 1 IncreasesbasedonfootingDepthØº = Soil/ConcreteFrictionCoeff. Ec : Concrete ElasticModulus = =Footingbasedepthbelowsoilsurface ft =Allowpress.increaseper footofdepth ksf = : 1Min. Sliding SafetyFactor = = ConcreteDensity = Min Allow%TempReinf. ksif'c : Concrete28daystrength fy : Rebar Yield ksi Min Steel% BendingReinf. # •‡»†›•–†› Widthparallel to X-X Axis ft Lengthparallel toZ-Z Axis = ºft =Pedestaldimensions... px : parallel to X-X Axis in pz : parallel toZ-Z Axis in Height == in FootingThickness = in= RebarCenterline to EdgeofConcrete...=inat Bottomof footing ˛»•†”–ﬁ‰•†„ # Barsparallel to X-X Axis Reinforcing Bar Size =Numberof Bars = Œ Barsparallel toZ-Z Axis Reinforcing Bar Size= Numberof Bars =Œ BandwidthDistributionCheck(ACI15.4.4.2) DirectionRequiringCloser Separation ¿ﬁ›¿·–†„˘˘ ¤•› # Barsrequiredwithinzone ß # Barsrequiredoneachsideofzone ŒØ ß ·•»…–¿…› Ł 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 = 69 of 82 »†»ﬁ¿·––‹•†„ ˛ •‰ ŒØ 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 . —˝˝n/aSliding- X-X 0.0k 0.0k No Sliding —˝˝n/aSliding-Z-Z 0.0k 0.0k No Sliding DESIGNSUMMARY »›•„† GoverningLoadCombinationMin.RatioItem Applied Capacity —˝˝1.0Soil Bearing 1.50ksf 1.50ksf +D+S —˝˝n/aOverturning- X-X 0.0k-ft 0.0k-ft No Overturning —˝˝n/aOverturning-Z-Z 0.0k-ft 0.0k-ft No Overturning —˝˝n/a Uplift 0.0k 0.0k NoUplift —˝˝0.3405 ZFlexure(+X)4.517k-ft/ft 13.263k-ft/ft+1.20D+1.60S —˝˝0.3405 ZFlexure(-X)4.517k-ft/ft 13.263k-ft/ft+1.20D+1.60S —˝˝0.2962 XFlexure(+Z)3.458k-ft/ft 11.674k-ft/ft+1.20D+1.60S —˝˝0.2962 XFlexure(-Z)3.458k-ft/ft 11.674k-ft/ft+1.20D+1.60S —˝˝0.34571-way Shear(+X)25.928psi 75.0psi +1.20D+1.60S —˝˝0.34571-way Shear(-X)25.928psi 75.0psi +1.20D+1.60S —˝˝0.28301-way Shear(+Z)21.224psi 75.0psi +1.20D+1.60S —˝˝0.28301-way Shear(-Z)21.224psi 75.0psi +1.20D+1.60S —˝˝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 70 of 82 »†»ﬁ¿·––‹•†„ ˛ •‰ ŒØ DESCRIPTION:54" 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 ¿·‰«·¿‹•–†›»ﬁ Ł Ł ˝ ØŒ –¿… –‡•†¿‹•–†› ¸›»… Ł »†»ﬁ¿· †”–ﬁ‡¿‹•–† ¿‹»ﬁ•¿· —ﬁ–»ﬁ‹•»›˝–•· »›•„† ˚¿·«»› º †¿·§›•› ˝»‹‹•†„› ºksi –ksfAllowable Soil Bearing = = º Œ º= Flexure = Shear = Valuesj Ł Soil PassiveResistance(for Sliding) = Increasesbasedonfootingplandimension Add Pedestal Wt for Soil Pressure –: Use Pedestalwt forstability,mom & shear –: Allowablepressureincreaseper footofdepth =ksfwhenmax.lengthorwidthisgreater than =ft : = AddFtg Wt for Soil Pressure – ˙»›:Use ftgwt forstability,moments & shears when footingbaseisbelow ft pcf Increase Bearing ByFooting Weight =pcf Min. Overturning SafetyFactor = : 1 IncreasesbasedonfootingDepthØº = Soil/ConcreteFrictionCoeff. Ec : Concrete ElasticModulus = =Footingbasedepthbelowsoilsurface ft =Allowpress.increaseper footofdepth ksf = : 1Min. Sliding SafetyFactor = = ConcreteDensity = Min Allow%TempReinf. ksif'c : Concrete28daystrength fy : Rebar Yield ksi Min Steel% BendingReinf. # •‡»†›•–†› Widthparallel to X-X Axis ºft Lengthparallel toZ-Z Axis = ft =Pedestaldimensions... px : parallel to X-X Axis in pz : parallel toZ-Z Axis in Height == in FootingThickness = in= RebarCenterline to EdgeofConcrete...=inat Bottomof footing ˛»•†”–ﬁ‰•†„ # Barsparallel to X-X Axis Reinforcing Bar Size =Numberof Bars = Ø Barsparallel toZ-Z Axis Reinforcing Bar Size= Numberof Bars =Ø BandwidthDistributionCheck(ACI15.4.4.2) DirectionRequiringCloser Separation ¿ﬁ›¿·–†„˘˘ ¤•› # Barsrequiredwithinzone ß # Barsrequiredoneachsideofzone º ß ·•»…–¿…› Ł 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 = 71 of 82 »†»ﬁ¿·––‹•†„ ˛ •‰ ŒØ DESCRIPTION:54" 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 . —˝˝n/aSliding- X-X 0.0k 0.0k No Sliding —˝˝n/aSliding-Z-Z 0.0k 0.0k No Sliding DESIGNSUMMARY »›•„† GoverningLoadCombinationMin.RatioItem Applied Capacity —˝˝1.0Soil Bearing 1.50ksf 1.50ksf +D+S —˝˝n/aOverturning- X-X 0.0k-ft 0.0k-ft No Overturning —˝˝n/aOverturning-Z-Z 0.0k-ft 0.0k-ft No Overturning —˝˝n/a Uplift 0.0k 0.0k NoUplift —˝˝0.4282 ZFlexure(+X)5.792k-ft/ft 13.526k-ft/ft+1.20D+1.60S —˝˝0.4282 ZFlexure(-X)5.792k-ft/ft 13.526k-ft/ft+1.20D+1.60S —˝˝0.3786 XFlexure(+Z)4.576k-ft/ft 12.088k-ft/ft+1.20D+1.60S —˝˝0.3786 XFlexure(-Z)4.576k-ft/ft 12.088k-ft/ft+1.20D+1.60S —˝˝0.41951-way Shear(+X)31.460psi 75.0psi +1.20D+1.60S —˝˝0.41951-way Shear(-X)31.460psi 75.0psi +1.20D+1.60S —˝˝0.35031-way Shear(+Z)26.270psi 75.0psi +1.20D+1.60S —˝˝0.35031-way Shear(-Z)26.270psi 75.0psi +1.20D+1.60S —˝˝0.79132-way Punching 118.702psi 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 0.500.50 0.50 0.50 0.3330.00.0 , +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 1.2501.250 1.250 1.250 0.8330.00.0 , +0.60D 0.000 ,0.0 deg CCW 1.50 0.300.30 0.30 0.30 0.2000.00.0 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 1.456 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.40D 1.456 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D 1.248 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D 1.248 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+0.50S 2.288 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+0.50S 2.288 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+1.60S 4.576 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+1.60S 4.576 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+0.70S 2.704 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+0.70S 2.704 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +0.90D 0.9360 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +0.90D 0.9360 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK Z-Z, +1.40D 1.843 -X Bottom 0.2592 Min Temp %0.350 13.526 OK Z-Z, +1.40D 1.843 +X Bottom 0.2592 Min Temp %0.350 13.526 OK Z-Z, +1.20D 1.580 -X Bottom 0.2592 Min Temp %0.350 13.526 OK Z-Z, +1.20D 1.580 +X Bottom 0.2592 Min Temp %0.350 13.526 OK 72 of 82 –†‰ﬁ»‹»»¿‡ ˛ •‰ ŒØ 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 ¿·‰«·¿‹•–†›»ﬁ Ł Ł ˝ ØŒ –¿… –‡•†¿‹•–† ˝»‹ Ł ¿‹»ﬁ•¿·—ﬁ–»ﬁ‹•»› º Øº º ElasticModulus ksi 1 Œ = = Øº f'c ksi fy-MainRebar ksi Density 1/2 = fr = f'c *Øº pcf E-MainRebar ksi psi =l LtWtFactor Fy- Stirrups ksi == = E- Stirrups ksi b Łº == = Shear : Stirrup Bar Size # NumberofResistingLegs Per Stirrup Phi Values Flexure : y f ﬁ–››˝»‰‹•–† œ ˛»•†”–ﬁ‰•†„ »‹¿•·› 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 »›•„†DESIGNSUMMARY ¿¤•‡«‡ »†…•†„ ˝‹ﬁ»›› ˛¿‹•– ªŁ Span#wheremaximumoccurs Span# 1 Locationofmaximumonspan 2.505 ft † —‚• ··–'¿·»ººº”‹ §•‰¿· ˝»‰‹•–†˝»‰‹•–†«›»… ”–ﬁ ‹‚•› ›¿† « ·•»…Ł ”‹ ¿¤•‡«‡ »”·»‰‹•–† <360.0 ºŒ ˛¿‹•– ª<180.0 ¿¤–'†'¿ﬁ…ﬁ¿†›•»†‹»”·»‰‹•–†in Øº˛¿‹•– ª>=360.0 ¿¤¸'¿ﬁ…ﬁ¿†›•»†‹»”·»‰‹•–†in ˛¿‹•– ª ¿¤–'†'¿ﬁ…–‹¿·»”·»‰‹•–†Œ in ˛¿‹•– ª>=180.0¿¤¸'¿ﬁ…–‹¿·»”·»‰‹•–†in LoadCombination Support 1 Support 2 ˚»ﬁ‹•‰¿· ˛»¿‰‹•–†›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 73 of 82 –†‰ﬁ»‹»»¿‡ ˛ •‰ ŒØ 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) “»ﬁ¿··¿¤•‡«‡ »”·»‰‹•–†› +D+S 1 0.0063 2.500 0.0000 0.000 74 of 82 –†‰ﬁ»‹»»¿‡ ˛ •‰ ŒØ 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 ¿·‰«·¿‹•–†›»ﬁ Ł Ł ˝ ØŒ –¿… –‡•†¿‹•–† ˝»‹ Ł ¿‹»ﬁ•¿·—ﬁ–»ﬁ‹•»› º Øº º ElasticModulus ksi 1 Œ = = Øº f'c ksi fy-MainRebar ksi Density 1/2 = fr = f'c *Øº pcf E-MainRebar ksi psi =l LtWtFactor Fy- Stirrups ksi == = E- Stirrups ksi b Łº == = Shear : Stirrup Bar Size # NumberofResistingLegs Per Stirrup Phi Values Flexure : y f ﬁ–››˝»‰‹•–† œ ˛»•†”–ﬁ‰•†„ »‹¿•·› 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) »›•„†DESIGNSUMMARY ¿¤•‡«‡ »†…•†„ ˝‹ﬁ»›› ˛¿‹•– ªŁŒŁ Span#wheremaximumoccurs Span# 1 Locationofmaximumonspan 2.495 ft † —‚• ··–'¿·»Œº”‹ §•‰¿· ˝»‰‹•–†˝»‰‹•–†«›»… ”–ﬁ ‹‚•› ›¿† « ·•»…Œ ”‹ ¿¤•‡«‡ »”·»‰‹•–† <360.0 ŒØ ˛¿‹•– ª<180.0 ¿¤–'†'¿ﬁ…ﬁ¿†›•»†‹»”·»‰‹•–†in ºŒŁ˛¿‹•– ª>=360.0 ¿¤¸'¿ﬁ…ﬁ¿†›•»†‹»”·»‰‹•–†in ˛¿‹•– ª ¿¤–'†'¿ﬁ…–‹¿·»”·»‰‹•–†in ˛¿‹•– ª>=180.0¿¤¸'¿ﬁ…–‹¿·»”·»‰‹•–†in LoadCombination Support 1 Support 2 ˚»ﬁ‹•‰¿· ˛»¿‰‹•–†›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 75 of 82 –†‰ﬁ»‹»»¿‡ ˛ •‰ ŒØ 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) “»ﬁ¿··¿¤•‡«‡ »”·»‰‹•–†› +D+S 1 0.0036 2.500 0.0000 0.000 76 of 82 –…„» †„•†»»ﬁ•†„ †‰ Ø ˛–›»…¿·» ˝‹ ˝‹» •„¿ﬁ–ﬁ Łº •‹·»Œø¸†ﬁ»›‹ﬁ¿•†»…›” ˝«ﬁ‰‚¿ﬁ„» ›„†ﬁ —¿„» »›‰ﬁ•‹•–† Œø¸†ﬁ»›‹ﬁ¿•†»…'¿·· ‚•›¿··•†•·»˜¸›»ﬁ›˜¶–‚†‚–…„»˜–‰«‡»†‹›˜˛»‹¿•†—ﬁ– —ﬁ–¶»‰‹•·»›˜«†ﬁ»›‹ﬁ¿•†»…'¿··›˛—¨ ˛»‹¿•†—ﬁ–ł‰ŁØ «•·…¿†‹•·»“»ﬁ»…˛»‹¿•†•†„¿··–…» Ł Ł ˝Œ•‰»†›» ŒººŁ•‰»†›»– ˛ —ﬁ–¶»‰‹¿‡»æ«‡»ﬁ«†ﬁ»›‹ﬁ¿•†»… Œ º º º ﬁ•‹»ﬁ•¿˝–•· ¿‹¿ ˛»‹¿•†»…»•„‚‹ª”‹ ¿··‚»•„‚‹¿–“» ›–•·ª”‹‰‹•“»»»· —ﬁ»››«ﬁ»ª›”æ”‹˝·–» »‚•†…¿·· »•„‚‹–” ˝–•·–“»ﬁ–»•† ¿‹»ﬁ‚»•„‚‹–“»ﬁ‚»»·ª”‹ ª ª ª‰” ª ˝–•·»†›•‹§»»· ª —¿››•“» —ﬁ»››«ﬁ»ª›”æ”‹ ··–' ˝–•· »¿ﬁ•†„ª›” ˝–•·»†›•‹§–»‰” ––‹•†„⁄⁄˝–•·ﬁ•‰‹•–†ªº ˝–•·‚»•„‚‹ ‹–•„†–ﬁ» ”–ﬁ¿››•“»ﬁ»››«ﬁ»ª•† ﬂ«•“¿·»†‹·«•… —ﬁ»››«ﬁ»»‹‚–… ˝«ﬁ‰‚¿ﬁ„»–¿…›…¶¿‰»†‹––‹•†„–¿… –¿…§» ¿‹»ﬁ¿·–¿…ªæ”‹ ¤•¿·–¿…·•»…‹–˝‹»‡ ¿·· ‹–‹„•›‹ª”‹ •†…–† ¤–›»… ˝‹»‡›”ª ¿‹»ﬁ¿·–¿…·•»…‹–˝‹»‡ ˝«ﬁ‰‚¿ﬁ„»“»ﬁ»»·ª›”…¶¿‰»†‹––‹•†„–¿…ª·› ¤•¿·»¿…–¿… ł˝»ﬁ“•‰»»“»· ª·› ––‹•†„§»•†»–¿… ˝«ﬁ‰‚¿ﬁ„»“»ﬁ–»›” ––‹•†„•…‹‚ª”‹»•„‚‹ ‹––ª”‹‰‰»†‹ﬁ•‰•‹§ª•†»•„‚‹ ‹– –‹‹–‡ª”‹ ¸›»…–˛»›•›‹˝·•…•†„ œ “»ﬁ‹«ﬁ†•†„ ¸›»… ”–ﬁ ˝·•…•†„ œ “»ﬁ‹«ﬁ†•†„ ª”‹ ¤•¿·•“»–¿…ª ¿›» –“»æ »·–' ˝–•· ·› ª ¤•¿·–¿… ‰‰»†‹ﬁ•‰•‹§ªª—–•››–†ø›˛¿‹•– ¿‹ ¿‰–”¿·· •†ł˝»ﬁ“•‰»»“»· •†…łª »›•„†˝«‡‡¿ﬁ§ ¿·· ˝‹¿•·•‹§˛¿‹•–› “»ﬁ‹«ﬁ†•†„ªØ ˝·•…•†„ªºº –‹¿· »¿ﬁ•†„–¿…ª·› ﬁ»›«·‹¿†‹»‰‰ªŒŒ•† ˝–•· —ﬁ»››«ﬁ»–»ªŁ Ł›” ˝–•· —ﬁ»››«ﬁ»»»·ª›” ··–'¿·»ªº›” ˝–•· —ﬁ»››«ﬁ»»››‚¿† ··–'¿·» ¿‰‹–ﬁ»…–»ªŁ ›” ¿‰‹–ﬁ»…»»·ª›” ––‹•†„ ˝‚»¿ﬁ –»ª›• ––‹•†„ ˝‚»¿ﬁ »»·ª›• ··–'¿·»ªØº›• ˝·•…•†„¿·‰› ¿‹»ﬁ¿· ˝·•…•†„–ﬁ ‰»ªŁŁ ·› ·»››ß —¿››•“»–ﬁ‰» ·»››ßﬁ•‰‹•–†–ﬁ‰» ……»…–ﬁ‰»˛»ﬂ ø… ”–ﬁº ˝‹¿•·•‹§ª ª ØŒŒŁ Œ ª ª·› ·› ·› ·› ¿›–†ﬁ§ ·–‰§»ª»…•«‡»•„‚‹ ˝‹»‡ –†›‹ﬁ«‰‹•–†ﬁ…†… ˝‹»‡ ˝‹»‡ ˝‹»‡ –‹‹–‡ ˝‚»¿ﬁ‰‹«¿· »›•„†»•„‚‹–“»‹„ªº”‹ ¿··¿‹»ﬁ•¿· –“» ‹ª–†‰ﬁ»‹»–†‰ﬁ»‹»–†‰ﬁ»‹» ‚•‰†»››ªŁŁŁ ˛»¿ﬁ ˝•ƒ»ª ˛»¿ﬁ ˝¿‰•†„ª ˛»¿ﬁ —·¿‰»…¿‹ª»†‹»ﬁ »†‹»ﬁ »†‹»ﬁ »›•„†¿‹¿ ”æı ”¿æ¿ªŒ Ø –‹¿·–ﬁ ‰» ˝»‰‹•–† ª·› –‡»†‹‰‹«¿· ª”‹ –‡»†‹··–'¿·»ªŁØ Œ ŁØ Œ ŁØ Œ”‹ ª›• ˝‚»¿ﬁ··–'¿·»ªØºØº›•Øº ¿··»•„‚‹ª›” ˛»¿ﬁ»‹‚ø…ø ª•† ¿›–†ﬁ§¿‹¿ ”ø‡ª›• ›ª›• ˝–·•…ﬁ–«‹•†„ª –…«·¿ﬁ˛¿‹•–ø†ø ª ˝‚–ﬁ‹»ﬁ‡¿‰‹–ﬁª ﬂ«•“ ˝–·•…‚•‰ª –†‰ﬁ»‹»¿‹¿ ”ø‰ªºº›•º §ªŒ Œ ¿›–†ﬁ§»›•„†»‹‚–…˝ª –¿…¿‰‹–ﬁ› «•·…•†„–…»Ł »¿…–¿… •“»–¿…Œ ¿ﬁ‹‚ Œ •†… ˝»•›‡•‰ ›•Œ ˝»ﬁ“•‰»»“»· ªºŁ Ł·›˝‹ﬁ»†„‹‚»“»· ˝»ﬁ“•‰»»“»· ˝‹ﬁ»†„‹‚»“»·ªºŁ º”‹ ˝»ﬁ“•‰»»“»· ˝‹ﬁ»†„‹‚»“»·ªØ Œ Ø º›• »›•„†»‹‚–…ª˛˛˛ ˚»ﬁ‹•‰¿· ‰–‡–†»†‹–”¿‰‹•“»·¿‹»ﬁ¿· ›–•·ﬁ»››«ﬁ» ˝ ‰–†›•…»ﬁ»…•† ‹‚» ‰¿·‰«·¿‹•–†–” ›–•·»¿ﬁ •†„ †»‹ł¿›–†ﬁ §ª•† 77 of 82 –…„» †„•†»»ﬁ•†„ †‰ Ø ˛–›»…¿·» ˝‹ ˝‹» •„¿ﬁ–ﬁ Łº •‹·»Œø¸†ﬁ»›‹ﬁ¿•†»…›” ˝«ﬁ‰‚¿ﬁ„» ›„†ﬁ —¿„» »›‰ﬁ•‹•–† Œø¸†ﬁ»›‹ﬁ¿•†»…'¿·· ‚•›¿··•†•·»˜¸›»ﬁ›˜¶–‚†‚–…„»˜–‰«‡»†‹›˜˛»‹¿•†—ﬁ– —ﬁ–¶»‰‹•·»›˜«†ﬁ»›‹ﬁ¿•†»…'¿··›˛—¨ ˛»‹¿•†—ﬁ–ł‰ŁØ «•·…¿†‹•·»“»ﬁ»…˛»‹¿•†•†„¿··–…» Ł Ł ˝Œ•‰»†›» ŒººŁ•‰»†›»– ˛ —ﬁ–¶»‰‹¿‡»æ«‡»ﬁ«†ﬁ»›‹ﬁ¿•†»… –†‰ﬁ»‹»˝‹»‡ ˛»¿ﬁﬁ»¿ »‹¿•·› ﬁ… ˝‹»‡˚»ﬁ‹•‰¿·˛»•†”–ﬁ‰•†„–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„ ›ł¿›»…–†¿·•»…‡–‡»†‹ Œ•†æ”‹ ł æ › Œ •†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿ºØŒ•† …æ”§ łł æŒ Œ•†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿»ﬁ ”‹ –” ›‹»‡»•„‚‹ •†æ”‹ Ł‚ ŁłłŁ Ø Ł•†æ”‹–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„‹•–†› ªªªªªªªªªªªª†»·¿§»ﬁ–” '–·¿§»ﬁ›–” ˛»ﬂ«•ﬁ»… ﬁ»¿ Ø Ł•†æ”‹º•†º•† —ﬁ–“•…»… ﬁ»¿ •†æ”‹ºŁ•†ºŁ Øº•† ¿¤•‡«‡ ﬁ»¿ º•†æ”‹Œ Ø º•†Œ ºº•† ```````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````` †… ˝‹»‡˚»ﬁ‹•‰¿·˛»•†”–ﬁ‰•†„–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„ ›ł¿›»…–†¿·•»…‡–‡»†‹ ŁºŁ•†æ”‹ ł æ › •†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿Ł •† …æ”§ łł æŒ Œ•†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿»ﬁ ”‹ –” ›‹»‡»•„‚‹ •†æ”‹ Ł‚ ŁłłŁ Ø Ł•†æ”‹–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„‹•–†› ªªªªªªªªªªªª†»·¿§»ﬁ–” '–·¿§»ﬁ›–” ˛»ﬂ«•ﬁ»… ﬁ»¿ Ø Ł•†æ”‹º•†º•† —ﬁ–“•…»… ﬁ»¿ •†æ”‹ºŁ•†ºŁ Øº•† ¿¤•‡«‡ ﬁ»¿ º•†æ”‹Œ Ø º•†Œ ºº•† ```````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````` –‹‹–‡ ˝‹»‡˚»ﬁ‹•‰¿·˛»•†”–ﬁ‰•†„–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„ ›ł¿›»…–†¿·•»…‡–‡»†‹ Ł•†æ”‹ ł æ › Ł•†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿•† …æ”§ łł æŒ Œ•†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿»ﬁ ”‹ –” ›‹»‡»•„‚‹ •†æ”‹ Ł‚ ŁłłŁ Ø Ł•†æ”‹–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„‹•–†› ªªªªªªªªªªªª†»·¿§»ﬁ–” '–·¿§»ﬁ›–” ˛»ﬂ«•ﬁ»… ﬁ»¿ Œ•†æ”‹º•†º•† —ﬁ–“•…»… ﬁ»¿ •†æ”‹ºŁ•†ºŁ Øº•† ¿¤•‡«‡ ﬁ»¿ º•†æ”‹Œ Ø º•†Œ ºº•† Œ ––‹•†„–ﬁ›•–†«ªª”‹·›•† › ß ––‹•†„ ··–'–ﬁ›•–†‚•« Ł ª”‹·› ––‹•†„ ¿‹¿ ”‹–ﬁ›•–†»¤‰»»…›¿··–'¿·»ﬁ–“•…» ”ø‰ªº›• –»•…‹‚ª”‹ »»·•…‹‚ª »§•›‹¿†‰» ”ﬁ–‡–» »§»‹‚ »§•…‹‚ª•† ª•† ª Ł ”‹ ––‹•†„‚•‰†»››ª•† Œª –“»ﬁ–ª•† ‹‡ª•† –‹¿·––‹•†„•…‹‚ ªº‰”––‹•†„–†‰ﬁ»‹»»†›•‹§ §ªŒ ›• ––‹•†„ »›•„† ˛»›«·‹› »§ ª ‚•†ª‚•øºø·¿‡…¿ø›ﬂﬁ‹ł”‰ø˝‡ ¿‰‹–ﬁ»… —ﬁ»››«ﬁ» «ø ¸'¿ﬁ… «ø –'†'¿ﬁ… «»›•„† ‰‹«¿·¿§ ˝‚»¿ﬁ ··–'¿§ ˝‚»¿ﬁ –»•†º•†Œ Ø Œ•†Ø Ø •†Ł Ł ØŒ•† Œ ‚•†ª‚•øºø·¿‡…¿ø›ﬂﬁ‹ł”‰ø˝‡ ªŁ•† ª ª ª ª ª Ł Ł Ø Œ º Øº »»· Ł Œ »»·–» ›” ”‹ ”‹ ”‹ ›• ›• »»·˛»•†”–ﬁ‰•†„ª–†» ˝»‰ø… ‹‚»ﬁ ‰‰»‹¿·» ˝•ƒ»› œ ˝¿‰•†„› »§˛»•†”–ﬁ‰•†„ –»˛»•†”–ﬁ‰•†„ª•† •† ”––‹•†„œ˝ﬁ»•†” ﬁ»¿ •† ”––‹•†„œ˝ﬁ»•†” ﬁ»¿»ﬁ ”––‹ ”–†»·¿§»ﬁ–”‚–ﬁ•ƒ–†‹¿·¿ﬁ › Œ º•† º•† Œ Ø Œ•† •† •†æ”‹ ” ‹'–·¿§»ﬁ›–”‚–ﬁ•ƒ–†‹¿·¿ﬁ › Œ•† ºŁ Ø•† Œ º•† ›«·»‡»†‹¿·…»›•„†”–ﬁ”––‹•†„‹–ﬁ›•–† 78 of 82 –…„» †„•†»»ﬁ•†„ †‰ Ø ˛–›»…¿·» ˝‹ ˝‹» •„¿ﬁ–ﬁ Łº •‹·»Łø¸†ﬁ»›‹ﬁ¿•†»…›” ˝«ﬁ‰‚¿ﬁ„» ›„†ﬁ —¿„» »›‰ﬁ•‹•–† Łø¸†ﬁ»›‹ﬁ¿•†»…'¿··›”›«ﬁ‰‚¿ﬁ„» ‚•›¿··•†•·»˜¸›»ﬁ›˜¶–‚†‚–…„»˜–‰«‡»†‹›˜˛»‹¿•†—ﬁ– —ﬁ–¶»‰‹•·»›˜«†ﬁ»›‹ﬁ¿•†»…'¿··›˛—¨ ˛»‹¿•†—ﬁ–ł‰ŁØ «•·…¿†‹•·»“»ﬁ»…˛»‹¿•†•†„¿··–…» Ł Ł ˝Œ•‰»†›» ŒººŁ•‰»†›»– ˛ —ﬁ–¶»‰‹¿‡»æ«‡»ﬁ«†ﬁ»›‹ﬁ¿•†»… Ł º ºº º ﬁ•‹»ﬁ•¿˝–•· ¿‹¿ ˛»‹¿•†»…»•„‚‹ª”‹ ¿··‚»•„‚‹¿–“» ›–•·ª”‹‰‹•“»»»· —ﬁ»››«ﬁ»ª›”æ”‹˝·–» »‚•†…¿·· »•„‚‹–” ˝–•·–“»ﬁ–»•† ¿‹»ﬁ‚»•„‚‹–“»ﬁ‚»»·ª”‹ ª ª ª‰” ª ˝–•·»†›•‹§»»· ª —¿››•“» —ﬁ»››«ﬁ»ª›”æ”‹ ··–' ˝–•· »¿ﬁ•†„ª›” ˝–•·»†›•‹§–»‰” ––‹•†„⁄⁄˝–•·ﬁ•‰‹•–†ªº ˝–•·‚»•„‚‹ ‹–•„†–ﬁ» ”–ﬁ¿››•“»ﬁ»››«ﬁ»ª•† ﬂ«•“¿·»†‹·«•… —ﬁ»››«ﬁ»»‹‚–… ˝«ﬁ‰‚¿ﬁ„»–¿…›…¶¿‰»†‹––‹•†„–¿… –¿…§» ¿‹»ﬁ¿·–¿…ªæ”‹ ¤•¿·–¿…·•»…‹–˝‹»‡ ¿·· ‹–‹„•›‹ª”‹ •†…–† ¤–›»… ˝‹»‡›”ª ¿‹»ﬁ¿·–¿…·•»…‹–˝‹»‡ ˝«ﬁ‰‚¿ﬁ„»“»ﬁ»»·ª›”…¶¿‰»†‹––‹•†„–¿…ª·› ¤•¿·»¿…–¿… ł˝»ﬁ“•‰»»“»· ª·› ––‹•†„§»•†»–¿… ˝«ﬁ‰‚¿ﬁ„»“»ﬁ–»›” ––‹•†„•…‹‚ª”‹»•„‚‹ ‹––ª”‹‰‰»†‹ﬁ•‰•‹§ª•†»•„‚‹ ‹– –‹‹–‡ª”‹ ¸›»…–˛»›•›‹˝·•…•†„ œ “»ﬁ‹«ﬁ†•†„ ¸›»… ”–ﬁ ˝·•…•†„ œ “»ﬁ‹«ﬁ†•†„ ª”‹ ¤•¿·•“»–¿…ª ¿›» –“»æ »·–' ˝–•· ·› ª ¤•¿·–¿… ‰‰»†‹ﬁ•‰•‹§ªª—–•››–†ø›˛¿‹•– ¿‹ ¿‰–”¿·· •†ł˝»ﬁ“•‰»»“»· •†…łª »›•„†˝«‡‡¿ﬁ§ ¿·· ˝‹¿•·•‹§˛¿‹•–› “»ﬁ‹«ﬁ†•†„ªŁ ˝·•…•†„ªº –‹¿· »¿ﬁ•†„–¿…ª·› ﬁ»›«·‹¿†‹»‰‰ªØº•† ˝–•· —ﬁ»››«ﬁ»–»ªº›” ˝–•· —ﬁ»››«ﬁ»»»·ªØ ›” ··–'¿·»ªºº›” ˝–•· —ﬁ»››«ﬁ»»››‚¿† ··–'¿·» ¿‰‹–ﬁ»…–»ª›” ¿‰‹–ﬁ»…»»·ªº›” ––‹•†„ ˝‚»¿ﬁ –»ªØ›• ––‹•†„ ˝‚»¿ﬁ »»·ªŒ›• ··–'¿·»ªØº›• ˝·•…•†„¿·‰› ¿‹»ﬁ¿· ˝·•…•†„–ﬁ ‰»ªº·› ·»››ß —¿››•“»–ﬁ‰» ·»››ßﬁ•‰‹•–†–ﬁ‰» ……»…–ﬁ‰»˛»ﬂ ø… ”–ﬁº ˝‹¿•·•‹§ª ª ª ª·› ·› ·› ·› ¿›–†ﬁ§ ·–‰§»ª»…•«‡»•„‚‹ ˝‹»‡ –†›‹ﬁ«‰‹•–†ﬁ…†… ˝‹»‡ ˝‹»‡ ˝‹»‡ –‹‹–‡ ˝‚»¿ﬁ‰‹«¿· »›•„†»•„‚‹–“»‹„ªº”‹ ¿··¿‹»ﬁ•¿· –“» ‹ª–†‰ﬁ»‹»–†‰ﬁ»‹»–†‰ﬁ»‹» ‚•‰†»››ªŁŁŁ ˛»¿ﬁ ˝•ƒ»ªººº ˛»¿ﬁ ˝¿‰•†„ªØº ˛»¿ﬁ —·¿‰»…¿‹ª»†‹»ﬁ »†‹»ﬁ »†‹»ﬁ »›•„†¿‹¿ ”æı ”¿æ¿ªŁØ Ø –‹¿·–ﬁ ‰» ˝»‰‹•–† ª·› –‡»†‹‰‹«¿· ª”‹ –‡»†‹··–'¿·»ªºŒ Ø ºŒ Ø ºº”‹ ª›• ˝‚»¿ﬁ··–'¿·»ªØºØº›•Øº ¿··»•„‚‹ª›” ˛»¿ﬁ»‹‚ø…ø ª•† ¿›–†ﬁ§¿‹¿ ”ø‡ª›• ›ª›• ˝–·•…ﬁ–«‹•†„ª –…«·¿ﬁ˛¿‹•–ø†ø ª ˝‚–ﬁ‹»ﬁ‡¿‰‹–ﬁª ﬂ«•“ ˝–·•…‚•‰ª –†‰ﬁ»‹»¿‹¿ ”ø‰ªºº›•º §ªŒ Œ ¿›–†ﬁ§»›•„†»‹‚–…˝ª –¿…¿‰‹–ﬁ› «•·…•†„–…»Ł »¿…–¿… •“»–¿…Œ ¿ﬁ‹‚ Œ •†… ˝»•›‡•‰ ›•Œ ˝»ﬁ“•‰»»“»· ªŒºŁŒ ºº·›º˝‹ﬁ»†„‹‚»“»· ˝»ﬁ“•‰»»“»· ˝‹ﬁ»†„‹‚»“»·ªºŒ Ø Ø º”‹ ˝»ﬁ“•‰»»“»· ˝‹ﬁ»†„‹‚»“»·ªØ Œ Ø›• »›•„†»‹‚–…ª˛˛˛ ˚»ﬁ‹•‰¿· ‰–‡–†»†‹–”¿‰‹•“»·¿‹»ﬁ¿· ›–•·ﬁ»››«ﬁ» ˝ ‰–†›•…»ﬁ»…•† ‹‚» ‰¿·‰«·¿‹•–†–” ›–•·»¿ﬁ •†„ †»‹ł¿›–†ﬁ §ª•† 79 of 82 –…„» †„•†»»ﬁ•†„ †‰ Ø ˛–›»…¿·» ˝‹ ˝‹» •„¿ﬁ–ﬁ Łº •‹·»Łø¸†ﬁ»›‹ﬁ¿•†»…›” ˝«ﬁ‰‚¿ﬁ„» ›„†ﬁ —¿„» »›‰ﬁ•‹•–† Łø¸†ﬁ»›‹ﬁ¿•†»…'¿··›”›«ﬁ‰‚¿ﬁ„» ‚•›¿··•†•·»˜¸›»ﬁ›˜¶–‚†‚–…„»˜–‰«‡»†‹›˜˛»‹¿•†—ﬁ– —ﬁ–¶»‰‹•·»›˜«†ﬁ»›‹ﬁ¿•†»…'¿··›˛—¨ ˛»‹¿•†—ﬁ–ł‰ŁØ «•·…¿†‹•·»“»ﬁ»…˛»‹¿•†•†„¿··–…» Ł Ł ˝Œ•‰»†›» ŒººŁ•‰»†›»– ˛ —ﬁ–¶»‰‹¿‡»æ«‡»ﬁ«†ﬁ»›‹ﬁ¿•†»… –†‰ﬁ»‹»˝‹»‡ ˛»¿ﬁﬁ»¿ »‹¿•·› ﬁ… ˝‹»‡˚»ﬁ‹•‰¿·˛»•†”–ﬁ‰•†„–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„ ›ł¿›»…–†¿·•»…‡–‡»†‹ Œ Ł•†æ”‹ ł æ › Łº•†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿Œ •† …æ”§ łł æŒ Œ•†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿»ﬁ ”‹ –” ›‹»‡»•„‚‹ •†æ”‹ Ł‚ ŁłłŁ Ø Ł•†æ”‹–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„‹•–†› ªªªªªªªªªªªª†»·¿§»ﬁ–” '–·¿§»ﬁ›–” ˛»ﬂ«•ﬁ»… ﬁ»¿ Ø Ł•†æ”‹º•†º•† —ﬁ–“•…»… ﬁ»¿ •†æ”‹ºŁ•†ºŁ Øº•† ¿¤•‡«‡ ﬁ»¿ º•†æ”‹Œ Ø º•†Œ ºº•† ```````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````` †… ˝‹»‡˚»ﬁ‹•‰¿·˛»•†”–ﬁ‰•†„–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„ ›ł¿›»…–†¿·•»…‡–‡»†‹ •†æ”‹ ł æ › Ø Ł•†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿Ł •† …æ”§ łł æŒ Œ•†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿»ﬁ ”‹ –” ›‹»‡»•„‚‹ •†æ”‹ Ł‚ ŁłłŁ Ø Ł•†æ”‹–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„‹•–†› ªªªªªªªªªªªª†»·¿§»ﬁ–” '–·¿§»ﬁ›–” ˛»ﬂ«•ﬁ»… ﬁ»¿ •†æ”‹º•†º•† —ﬁ–“•…»… ﬁ»¿ •†æ”‹ºŁ•†ºŁ Øº•† ¿¤•‡«‡ ﬁ»¿ º•†æ”‹Œ Ø º•†Œ ºº•† ```````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````` –‹‹–‡ ˝‹»‡˚»ﬁ‹•‰¿·˛»•†”–ﬁ‰•†„–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„ ›ł¿›»…–†¿·•»…‡–‡»†‹ Ø Ł•†æ”‹ ł æ › Ø •†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿•† …æ”§ łł æŒ Œ•†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿»ﬁ ”‹ –” ›‹»‡»•„‚‹ •†æ”‹ Ł‚ ŁłłŁ Ø Ł•†æ”‹–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„‹•–†› ªªªªªªªªªªªª†»·¿§»ﬁ–” '–·¿§»ﬁ›–” ˛»ﬂ«•ﬁ»… ﬁ»¿ Ø Ł•†æ”‹º•†º•† —ﬁ–“•…»… ﬁ»¿ Œ•†æ”‹ºŁ•†ºŁ Øº•† ¿¤•‡«‡ ﬁ»¿ º•†æ”‹Œ Ø º•†Œ ºº•† º Ø ––‹•†„–ﬁ›•–†«ªª”‹·›•† › ß ––‹•†„ ··–'–ﬁ›•–†‚•« Ł ª”‹·› ––‹•†„ ¿‹¿ ”‹–ﬁ›•–†»¤‰»»…›¿··–'¿·»ﬁ–“•…» ”ø‰ªº›• –»•…‹‚ª”‹ »»·•…‹‚ª »§•›‹¿†‰» ”ﬁ–‡–» »§»‹‚ »§•…‹‚ª•† ª•† ª Ł Ø º”‹ ––‹•†„‚•‰†»››ª•† ØŒª –“»ﬁ–ª•† ‹‡ª•† –‹¿·––‹•†„•…‹‚ ªº‰”––‹•†„–†‰ﬁ»‹»»†›•‹§ §ªŒ ›• ––‹•†„ »›•„† ˛»›«·‹› »§ ª ŁŁ•†ºŁ•†Œ Ł•†Ø Ł•†Ł Ł • ¿‰‹–ﬁ»… —ﬁ»››«ﬁ» «ø ¸'¿ﬁ… «ø –'†'¿ﬁ… «»›•„† ‰‹«¿·¿§ ˝‚»¿ﬁ ··–'¿§ ˝‚»¿ﬁ –»º•†ºº•†Œ Ø•†Ø Ø ØØ•†Ł Œ ºØ•†Œ º•†ºº•†Œ Ø•†Ø Ø ØØ•†Ł Œ ºØ•†Œ ªŁ•† ª ª ª ª ª Œ ºŒ ØŁØ Œ Øº »»· º ŁŒ Ø Œº Œ Øº »»·–» ›” ”‹ ”‹ ”‹ ›• ›• »»·˛»•†”–ﬁ‰•†„ªŁ •† ‹‚»ﬁ ‰‰»‹¿·» ˝•ƒ»› œ ˝¿‰•†„› »§˛»•†”–ﬁ‰•†„ –»˛»•†”–ﬁ‰•†„ªŒ•† •† ”––‹•†„œ˝ﬁ»•†” ﬁ»¿ •† ”––‹•†„œ˝ﬁ»•†” ﬁ»¿»ﬁ ”––‹ ”–†»·¿§»ﬁ–”‚–ﬁ•ƒ–†‹¿·¿ﬁ › Œ Œ•† ºº•† Œ Ø•† •† •†æ”‹ ” ‹'–·¿§»ﬁ›–”‚–ﬁ•ƒ–†‹¿·¿ﬁ › Ł º•† ºŁ Ø•† Œ Ø•† ›«·»‡»†‹¿·…»›•„†”–ﬁ”––‹•†„‹–ﬁ›•–† 80 of 82 –…„» †„•†»»ﬁ•†„ †‰ Ø ˛–›»…¿·» ˝‹ ˝‹» •„¿ﬁ–ﬁ Łº •‹·»ø¸†ﬁ»›‹ﬁ¿•†»…›” ˝«ﬁ‰‚¿ﬁ„»—¿„» ›„†ﬁ ¿‹» ¸ »›‰ﬁ•‹•–† ø¸†ﬁ»›‹ﬁ¿•†»…'¿··'•‹‚›”›«ﬁ‰‚¿ﬁ„» ‚•›¿··•†•·» ‰˜«›»ﬁ›˜¶–‚†‚–…„»˜…–‰«‡»†‹›˜ﬁ»‹¿•†ﬁ –ﬁ–¶»‰‹ ”•·»›˜«†ﬁ»›‹ﬁ¿•†»…'¿··›ﬁ¤ ˛»‹¿•†—ﬁ–ł‰ŁØ «•·…¿†‹•·»“»ﬁ»…˛»‹¿•†•†„¿··–…» Ł Ł ˝Œ•‰»†›» ŒººŁ•‰»†›»– ˛ —ﬁ–¶»‰‹¿‡»æ«‡»ﬁ«†ﬁ»›‹ﬁ¿•†»… º º º ﬁ•‹»ﬁ•¿˝–•· ¿‹¿ ˛»‹¿•†»…»•„‚‹ª”‹ ¿··‚»•„‚‹¿–“» ›–•·ª”‹‰‹•“»»»· —ﬁ»››«ﬁ»ª›”æ”‹˝·–» »‚•†…¿·· »•„‚‹–” ˝–•·–“»ﬁ–»•† ¿‹»ﬁ‚»•„‚‹–“»ﬁ‚»»·ª”‹ ª ª ª‰” ª ˝–•·»†›•‹§»»· ª —¿››•“» —ﬁ»››«ﬁ»ª›”æ”‹ ··–' ˝–•· »¿ﬁ•†„ª›” ˝–•·»†›•‹§–»‰” ––‹•†„⁄⁄˝–•·ﬁ•‰‹•–†ªº ˝–•·‚»•„‚‹ ‹–•„†–ﬁ» ”–ﬁ¿››•“»ﬁ»››«ﬁ»ª•† ﬂ«•“¿·»†‹·«•… —ﬁ»››«ﬁ»»‹‚–… ˝«ﬁ‰‚¿ﬁ„»–¿…›…¶¿‰»†‹––‹•†„–¿… –¿…§» ¿‹»ﬁ¿·–¿…ªæ”‹ ¤•¿·–¿…·•»…‹–˝‹»‡ ¿·· ‹–‹„•›‹ª”‹ •†…–† ¤–›»… ˝‹»‡›”ª ¿‹»ﬁ¿·–¿…·•»…‹–˝‹»‡ ˝«ﬁ‰‚¿ﬁ„»“»ﬁ»»·ª›”…¶¿‰»†‹––‹•†„–¿…ª·› ¤•¿·»¿…–¿… ł˝»ﬁ“•‰»»“»· ª·› ––‹•†„§»•†»–¿… ˝«ﬁ‰‚¿ﬁ„»“»ﬁ–»›” ––‹•†„•…‹‚ª”‹»•„‚‹ ‹––ª”‹‰‰»†‹ﬁ•‰•‹§ª•†»•„‚‹ ‹– –‹‹–‡ª”‹ ¸›»…–˛»›•›‹˝·•…•†„ œ “»ﬁ‹«ﬁ†•†„ ¸›»… ”–ﬁ ˝·•…•†„ œ “»ﬁ‹«ﬁ†•†„ ª”‹ ¤•¿·•“»–¿…ª ¿›» –“»æ »·–' ˝–•· ·› ª ¤•¿·–¿… ‰‰»†‹ﬁ•‰•‹§ªª—–•››–†ø›˛¿‹•– ¿‹ ¿‰–”¿·· •†ł˝»ﬁ“•‰»»“»· •†…łª »›•„†˝«‡‡¿ﬁ§ ¿·· ˝‹¿•·•‹§˛¿‹•–› “»ﬁ‹«ﬁ†•†„ªŒ ˝·•…•†„ªº –‹¿· »¿ﬁ•†„–¿…ªºŒ ·› ﬁ»›«·‹¿†‹»‰‰ªØŒ•† ˝–•· —ﬁ»››«ﬁ»–»ªŁ›” ˝–•· —ﬁ»››«ﬁ»»»·ªº›” ··–'¿·»ªº›” ˝–•· —ﬁ»››«ﬁ»»››‚¿† ··–'¿·» ¿‰‹–ﬁ»…–»ª›” ¿‰‹–ﬁ»…»»·ª›” ––‹•†„ ˝‚»¿ﬁ –»ªŁ Ø›• ––‹•†„ ˝‚»¿ﬁ »»·ªŁ ›• ··–'¿·»ªØº›• ˝·•…•†„¿·‰› ¿‹»ﬁ¿· ˝·•…•†„–ﬁ ‰»ªºØ º·› ·»››ß —¿››•“»–ﬁ‰» ·»››ßﬁ•‰‹•–†–ﬁ‰» ……»…–ﬁ‰»˛»ﬂ ø… ”–ﬁº ˝‹¿•·•‹§ª ª Œ º ª ª·› ·› ·› ·› ¿›–†ﬁ§ ·–‰§»ª»…•«‡»•„‚‹ ˝‹»‡ –†›‹ﬁ«‰‹•–†ﬁ…†… ˝‹»‡ ˝‹»‡ ˝‹»‡ –‹‹–‡ ˝‚»¿ﬁ‰‹«¿· »›•„†»•„‚‹–“»‹„ªº”‹ ¿··¿‹»ﬁ•¿· –“» ‹ª–†‰ﬁ»‹»–†‰ﬁ»‹»–†‰ﬁ»‹» ‚•‰†»››ªŁŁŁ ˛»¿ﬁ ˝•ƒ»ªººº ˛»¿ﬁ ˝¿‰•†„ª ˛»¿ﬁ —·¿‰»…¿‹ªŒº •Œº •Œº • »›•„†¿‹¿ ”æı ”¿æ¿ªØ Ø Œº –‹¿·–ﬁ ‰» ˝»‰‹•–† ª·› –‡»†‹‰‹«¿· ª”‹ –‡»†‹··–'¿·»ªØØ Ł ØØ Ł ØØ Ł”‹ ª›• ˝‚»¿ﬁ··–'¿·»ªØºØº›•Øº ¿··»•„‚‹ª›” ˛»¿ﬁ»‹‚ø…ø ªŒº•†ŒºŒº ¿›–†ﬁ§¿‹¿ ”ø‡ª›• ›ª›• ˝–·•…ﬁ–«‹•†„ª –…«·¿ﬁ˛¿‹•–ø†ø ª ˝‚–ﬁ‹»ﬁ‡¿‰‹–ﬁª ﬂ«•“ ˝–·•…‚•‰ª –†‰ﬁ»‹»¿‹¿ ”ø‰ªºº›•º §ªŒ Œ ¿›–†ﬁ§»›•„†»‹‚–…˝ª –¿…¿‰‹–ﬁ› «•·…•†„–…»Ł »¿…–¿… •“»–¿…Œ ¿ﬁ‹‚ Œ •†… ˝»•›‡•‰ ›•Œ ˝»ﬁ“•‰»»“»· ªºº·›Œ˝‹ﬁ»†„‹‚»“»· ˝»ﬁ“•‰»»“»· ˝‹ﬁ»†„‹‚»“»·ªØŒŁ Ø ºº”‹ ˝»ﬁ“•‰»»“»· ˝‹ﬁ»†„‹‚»“»·ªØ ºØ›• »›•„†»‹‚–…ª˛˛˛ ˚»ﬁ‹•‰¿· ‰–‡–†»†‹–”¿‰‹•“»·¿‹»ﬁ¿· ›–•·ﬁ»››«ﬁ» ˝ ‰–†›•…»ﬁ»…•† ‹‚» ‰¿·‰«·¿‹•–†–” ›–•·»¿ﬁ •†„ †»‹ł¿›–†ﬁ §ª•† 81 of 82 –…„» †„•†»»ﬁ•†„ †‰ Ø ˛–›»…¿·» ˝‹ ˝‹» •„¿ﬁ–ﬁ Łº •‹·»ø¸†ﬁ»›‹ﬁ¿•†»…›” ˝«ﬁ‰‚¿ﬁ„»—¿„» ›„†ﬁ ¿‹» ¸ »›‰ﬁ•‹•–† ø¸†ﬁ»›‹ﬁ¿•†»…'¿··'•‹‚›”›«ﬁ‰‚¿ﬁ„» ‚•›¿··•†•·» ‰˜«›»ﬁ›˜¶–‚†‚–…„»˜…–‰«‡»†‹›˜ﬁ»‹¿•†ﬁ –ﬁ–¶»‰‹ ”•·»›˜«†ﬁ»›‹ﬁ¿•†»…'¿··›ﬁ¤ ˛»‹¿•†—ﬁ–ł‰ŁØ «•·…¿†‹•·»“»ﬁ»…˛»‹¿•†•†„¿··–…» Ł Ł ˝Œ•‰»†›» ŒººŁ•‰»†›»– ˛ —ﬁ–¶»‰‹¿‡»æ«‡»ﬁ«†ﬁ»›‹ﬁ¿•†»… –†‰ﬁ»‹»˝‹»‡ ˛»¿ﬁﬁ»¿ »‹¿•·› ﬁ… ˝‹»‡˚»ﬁ‹•‰¿·˛»•†”–ﬁ‰•†„–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„ ›ł¿›»…–†¿·•»…‡–‡»†‹ •†æ”‹ ł æ › º•†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿•† …æ”§ łłŒ ºæŒ º•†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿»ﬁ ”‹ –” ›‹»‡»•„‚‹ •†æ”‹ Ł‚ ŁłłŁ Ø Ł•†æ”‹–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„‹•–†› ªªªªªªªªªªªª†»·¿§»ﬁ–” '–·¿§»ﬁ›–” ˛»ﬂ«•ﬁ»… ﬁ»¿ Ø Ł•†æ”‹º•†º•† —ﬁ–“•…»… ﬁ»¿ •†æ”‹ºŁ•†ºŁ Øº•† ¿¤•‡«‡ ﬁ»¿ ŁŒ Ø•†æ”‹Œ Ø º•†Œ ºº•† ```````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````` †… ˝‹»‡˚»ﬁ‹•‰¿·˛»•†”–ﬁ‰•†„–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„ ›ł¿›»…–†¿·•»…‡–‡»†‹ ŁºŁ•†æ”‹ ł æ › Ł •†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿Ł •† …æ”§ łłŒ ºæŒ º•†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿»ﬁ ”‹ –” ›‹»‡»•„‚‹ •†æ”‹ Ł‚ ŁłłŁ Ø Ł•†æ”‹–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„‹•–†› ªªªªªªªªªªªª†»·¿§»ﬁ–” '–·¿§»ﬁ›–” ˛»ﬂ«•ﬁ»… ﬁ»¿ ŁºŁ•†æ”‹º•†º•† —ﬁ–“•…»… ﬁ»¿ •†æ”‹ºŁ•†ºŁ Øº•† ¿¤•‡«‡ ﬁ»¿ ŁŒ Ø•†æ”‹Œ Ø º•†Œ ºº•† ```````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````````` –‹‹–‡ ˝‹»‡˚»ﬁ‹•‰¿·˛»•†”–ﬁ‰•†„–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„ ›ł¿›»…–†¿·•»…‡–‡»†‹ ŁØ Ł•†æ”‹ ł æ › ºØ •†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿•† …æ”§ łłŒ ºæŒ º•†æ”‹•† ˝‹»‡œ˝˛»•†” ﬁ»¿»ﬁ ”‹ –” ›‹»‡»•„‚‹ •†æ”‹ Ł‚ ŁłłŁ Ø Ł•†æ”‹–ﬁ •ƒ–†‹¿·˛»•†”–ﬁ‰•†„‹•–†› ªªªªªªªªªªªª†»·¿§»ﬁ–” '–·¿§»ﬁ›–” ˛»ﬂ«•ﬁ»… ﬁ»¿ ŁØ Ł•†æ”‹º•†º•† —ﬁ–“•…»… ﬁ»¿ •†æ”‹ºŁ•†ºŁ Øº•† ¿¤•‡«‡ ﬁ»¿ ŁŒ Ø•†æ”‹Œ Ø º•†Œ ºº•† Ł Œ ––‹•†„–ﬁ›•–†«ªª”‹·›•† › ß ––‹•†„ ··–'–ﬁ›•–†‚•« Ł ª”‹·› ––‹•†„ ¿‹¿ ”‹–ﬁ›•–†»¤‰»»…›¿··–'¿·»ﬁ–“•…» ”ø‰ªº›• –»•…‹‚ª”‹ »»·•…‹‚ª »§•›‹¿†‰» ”ﬁ–‡–» »§»‹‚ »§•…‹‚ª•† ª•† ª Ł Ł”‹ ––‹•†„‚•‰†»››ª•† ŒŒª –“»ﬁ–ª•† ‹‡ª•† –‹¿·––‹•†„•…‹‚ ªº‰”––‹•†„–†‰ﬁ»‹»»†›•‹§ §ªŒ ›• ––‹•†„ »›•„† ˛»›«·‹› »§ ª ŁŁ•†ºŁ•†Œ Ł•†Ø Ł•†Ł Ł • ¿‰‹–ﬁ»… —ﬁ»››«ﬁ» «ø ¸'¿ﬁ… «ø –'†'¿ﬁ… «»›•„† ‰‹«¿·¿§ ˝‚»¿ﬁ ··–'¿§ ˝‚»¿ﬁ –»º•†ºº•†Œ Ø•†Ø Ø ØØ•†Ł Œ ºØ•†Œ º•†ºº•†Œ Ø•†Ø Ø ØØ•†Ł Œ ºØ•†Œ ªŁŁ•† ª ª ª ª ª Ł Ł Œ ºØŒŒ Ł Ø Øº »»· ŁŁ Œ º Ø Œ Øº »»·–» ›” ”‹ ”‹ ”‹ ›• ›• »»·˛»•†”–ﬁ‰•†„ªŒ•† ‹‚»ﬁ ‰‰»‹¿·» ˝•ƒ»› œ ˝¿‰•†„› »§˛»•†”–ﬁ‰•†„ –»˛»•†”–ﬁ‰•†„ªº•† •† ”––‹•†„œ˝ﬁ»•†” ﬁ»¿ •† ”––‹•†„œ˝ﬁ»•†” ﬁ»¿»ﬁ ”––‹ ”–†»·¿§»ﬁ–”‚–ﬁ•ƒ–†‹¿·¿ﬁ › Œ Œ Œ•† ºº•† Œ Ø•† •† •†æ”‹ ” ‹'–·¿§»ﬁ›–”‚–ﬁ•ƒ–†‹¿·¿ﬁ › Ł º•† ºŁ Ø•† Œ Ø•† ›«·»‡»†‹¿·…»›•„†”–ﬁ”––‹•†„‹–ﬁ›•–† 82 of 82