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16117 <br /> COMPANY PROJECT <br /> Design Build Services,Inc. Julie&Michael Larson- <br /> Wo o d Wo r k s® Monroe, <br /> ,WA St 7 Everett Remodel- <br /> Monroe,WA 98272 2523 State Street,Everett,WA 98201 <br /> SO"WAREfOR WOOD DESICN PH:360-193-9659 Job#22-32315 <br /> Nov.10,2022 12:27 j23.wwb <br /> Design g4eck Calculation Sheet <br /> WoodWorks Sizer 2019(Update 4) <br /> Loads: <br /> Load Type Distribution Pat- Location [ftl Magnitude Unit <br /> tern Start End Start End <br /> Loadl Dead Full UDL 6.7 plf <br /> Self-weight Dead Full UDL 1.2 if <br /> Maximum Reactions (lbs)and Bearing Lengths(in) : <br /> y67' <br /> o' <br /> 6.042' <br /> Unfactored- <br /> 1 <br /> Dead 24 24 <br /> Factored: <br /> Total 24 24 <br /> Bearing: _ <br /> Length 0.50* 0.50* <br /> Min req'd 0.50* 0.50* <br /> *Minimum bea lencithiseffing used:1/2"for end supports <br /> j23 <br /> Lumber-soft,D.Fir-L,No.2,2x4(1-1/2"x3-1/2") <br /> Supports:All-Non-wood <br /> Roof joist spaced at 16.0"etc;Total length:6.19';Clear span(horz):6.0;Volume=0.2 cu.fL;Pitch:2/12 <br /> Lateral support:top=at supports,bottom=continuous 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 ValuerDesin Value Unit Anal sis/DesiShear fv - 6 162 psi fv/Fv' = 0.04Bending(+) fb - 143 = 1351 psi fb/Fb' = 0.11Live Defl'n negligible <br /> otal Defl'n 0.03 - < L/999 = L/180 in 0.07 <br /> Additional Data: <br /> FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# <br /> Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1 <br /> Fb'+ 900 0.90 1.00 1.00 0.967 1.500 - 1.15 1.00 1.00 1 <br /> Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - <br /> E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 1 <br /> Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 1 <br /> CRITICAL LOAD COMBINATIONS: <br /> Shear : LC #1 - D only <br /> Bending(+): LC #1 = D only <br /> Deflection: LC #1 - D only (total) <br /> D=dead <br /> All LC's are listed in the Analysis output <br /> Load combinations: ASO Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 <br /> CALCULATIONS: <br /> V max = 24, V design - 21 lbs; M(+) = 37 lbs-ft <br /> EIy = 8.57 lb-in^2 <br /> "Live" deflection is due to all non-dead loads (live, wind, snow_.) <br /> Total deflection - 1.0 dead + "live" <br /> Bearing: Allowable bearing at an angle F'theta calculated for each support <br /> as per NOS 3.10.3 <br /> Lateral stability(+): Lu = 6.13' Le - 11.25' RB - 14.5 <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(ASD).Design values are from the NDS Supplement <br /> 2.Please verify that the default deflection limits are appropriate for your application. <br /> 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. <br /> 4.SLOPED BEAMS:level bearing is required for all sloped beams. <br />