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-------------- <br /> 10117 <br /> COMPANY PROJECT <br /> ! ,//�\/J Design Build Services,Inc. Julie&Michael Larson- <br /> 1i Wood V M O1 S® M ro ,W SE SE Everett Remodel- <br /> Monroe,WA 98272 2523 State Street,Everett,WA 98201 <br /> SOf ARFFOXWOOODf9rpM_.. _ PH:360-193-9659 Job#22-32316. <br /> Nov:10,20221.4.25 b7.wwb <br /> Design'Check Cal6t iration Sheet <br /> Wood Works Sizer 2019(Update 4) <br /> Loads: <br /> Load Type Distribution Pat- Location [ft] Magnitude Unit <br /> tern Start End Start End <br /> 1_w48 Dea Partial UDL 0.04 4 31.9 31. plf <br /> 2_w48 Snow Partial UDL 0.04 6.04 75.0 75.0 plf <br /> 3_j23 Dead Full UDL 16.2 pl£ <br /> 4_j25 Dead Full UDL 23.2 plf <br /> 5 j25 Snow Full UDL 37.5 plf <br /> ,Self-weight jDead lFull UDL I 1 1 2.9 Plf <br /> Maximum Reactions(lbs)and Bearing Lengths (in) <br /> i <br /> Unfactored: <br /> Dead 224 224 <br /> Snow 339 339 <br /> Factored: <br /> Total 563 563 <br /> Bearing: <br /> Length 0.50* 0.50* <br /> j N,in reo bea'd 0.50* 0.50* <br /> `Minimum ring length setting used:1/2"for end supports <br /> b7 <br /> Lumber-soft,D.Fir-L,No.2,4x4(3-1/2'W-1/2") <br /> Supports:Alt-Timber-soft Column,D.Fir-L No.2 <br /> Total length:6.06,Clear span:6.0;Volume=0.5 cuff. <br /> Lateral support top=at supports,bottom=at supports; <br /> This section PASSES the design code check. <br /> Analysis vs.Allowable Stress and Deflection using NDS 2018: <br /> Criterion Analysis value Desi n value Unit Anal sis/Desi <br /> Shear fv = 62 Fv' - 2 psi fv/Fv' = 0. <br /> Bending(+) fb = 1430 Fb' - 1552 psi fb/Fb' = 0.92 <br /> Live Defl'n 0.17 L/430 0.20 - L/360 in 0.84 <br /> Total Defl'n 0.28 L/259 0.30 = L/240 in 0.93 <br /> Additional Data: <br /> FACTORS: F/£(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# <br /> Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 <br /> Fb'+ 900 1.15 1.00 1.00 1.000 1.500 - 1.00 1.00 1.00 2 <br /> Fcp' 625 - '_.OD 1.00 - - - - 1.00 1.00 - <br /> E' 1.6 million 1.00 1.00 - - - - 1.00 i.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 - 562, v design = 506 lbs; M(+) = 652 lbs-ft <br /> Ely = 20.01 lb-in^2 <br /> "Live" deflection is due to all non-dead loads (live, wind, snow_) <br /> Total deflection - 1.0 dead + "live" <br /> Design Notes: <br /> 1.Analysis and design are in accordance with the ICC International Building Code(IBC 2018)and the National Design Specification(NDS 2018),using Allowable Stress <br /> Design(ASO).Design values are from the NDS Supplement <br /> 2.Please verify that the default deflection Umits are appropriate for your application. <br /> 3.Sawn lumber bending members shall be laterally supported acoording to the provisions of NDS Clause 4.4.1. <br />