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12117 <br /> ^-« „COMPANY PROJECT <br /> //►\// �^ Design Buk Services,Inc. Julie&Michael Larson- <br /> Wood Y Y o l ks' Monroe2 A.982E 2523Ever S RemodeE- <br /> Monroe,VtiIA 98272 2523 State Street,Everett,WA 96201 <br /> SOFlWAMFORW0000EfiG9 PH:360-193-9659 Job*22-32315 <br /> Nov.10,2022 14A6 b9.wwb <br /> Design Check Calculation Sheet <br /> l woodworks Sizer 2019(Update 4) <br /> Loads: <br /> Load Type Distribution Pat- Location [ft] Magnitude Unit <br /> tern Start End Start End <br /> 1 w54 Dead Partial UDL 0-06 10.08 63-7 63.7 plf <br /> 2_w54 Snow Partial UDL 0.08 10.08 150.0 150.0 plf <br /> 3_j21 Dead Partial UDL 0.08 7.08 16.2 16.2 plf <br /> 4_j22 Dead Partial UAL 7.08 10.08 16-2 16.2 plf <br /> 5_j23 Dead Partial UDL 0.08 6.08 16.2 16.2 plf <br /> 6_j24 Dead Partial UAL 6.08 10.08 16.2 16.2 plf <br /> Self-wei ht Dead Full UDL 4.9 1plf <br /> Maximum Reactions(lbs)and Bearing Lengths(in) : <br /> 1e.s7�• <br /> 1o.os' <br /> Unfactored• <br /> Dead 505 505 <br /> Snow 750 750 <br /> Factored: <br /> Total 1255 1255 <br /> Bearing: <br /> Length 0.96 3.50 <br /> Min re 'd 0.9610.96 <br /> i <br /> 169 <br /> LVL n-piy,1.8E,2600Fb,1-3/4"x9-112",1-ply <br /> Supports:1-Timber-soft Column,D.Fir-L No.2;2-Lumber-soft Beam,D.Fir-L No.2; <br /> Total length:10.38;Clear span:10';Volume=1.2 cu.ft. <br /> Lateral support top=at supports,bottom=at supports;Repetitive factor applied where permitted(refer to online help); <br /> This section PASSES the design code check. <br /> Analysis vs.Allowable Stress and Deflection using NDS 2018: <br /> Criterion Anal sis Value Design Value Unit Analysis/Design <br /> Shear fv = 95 Fv' = 328 psi fv/Fv' = 0.29 <br /> Bending(+) fb - 1453 Fb' = 1552 psi fb/Fb' = 0.94 <br /> Live Defl'n 0.16 - L/749 0.34 = L/360 in 0.48 <br /> Total Defl'n 0.27 - L/446 0.50 = L/240 in 0.54 <br /> Additional Data: <br /> FACTORS: F/E(psi) CD CM Ct CL Cv Cfu Cr Cfrt Ci LC# <br /> Fv' 285 1.15 - 1.00 - - - - 1.00 - 2 <br /> Fb'+ 2600 1.15 - 1.00 0.503 1.032 - 1.00 1.00 - 2 <br /> Fco_' 750 - - 1.00 - - - - 1.00 - - <br /> E' 1.9 million - 1.00 - - - - 1.00 - 2 <br /> Eminy' 0.95 million - 1.00 - - - - 1.00 - 2 <br /> CRITICAL LOAD COMBINATIONS: <br /> Shear : LC #2 - D + S <br /> Bending(+): LC #2 - D + S <br /> Deflection: LC #2 = D + S (live) <br /> LC #2 - D + S (total) <br /> D--dead S=snow <br /> All LC's are listed in the Analysis output <br /> Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 <br /> CALCULATIONS: <br /> V max - 1255, V design - 1056 lbs; M(+) - 3187 lbs-ft <br /> Ely - 236.31 lb-in^2 GA - 1.96eO6 lb <br /> "Live" deflection is due to all non-dead loads (live, wind, snow...) <br /> Total deflection = 1.0 dead + "live" <br /> Lateral stability(+): Lu = 10.06' Le = 10.81, RB - 26.5 <br /> Design Notes: <br /> 1.Analysis and design are in accordance with the]CC International Building Code(IBC 2018)and the National Design Specification(NDS 2010),using Allowable Stress <br /> Design(ASD).Design values are from the NDS Supplement. <br /> 2.Please verify that the default deflection limits are appropriate for your application. <br /> 3.System factor KH may not apply to field-assembled multi-ply beams. <br /> 4.SCL:Structural composite lumber design has assumed:-dry service conditions-no preservative orfire-retardant treatment-no notches <br /> 5.BUILT-UP SCL:Contact manufacturer for connection details when side-loaded or when loads are not applied equally to all plies. <br /> 6.SCL:Shear deflection is calculated using true modulus of elasticity E and shear modulus G=E/16. <br />