Laserfiche WebLink
i 4f 7 <br /> COMPANY PROJECT <br /> WoOdr y ,O���® Design Build Services,Inc. Julie&Michael Larson- <br /> V►V/ 28119120th St SE Everett Remodel- <br /> Monroe,WA 98272 2523 State Street,Everett,WA 98201 <br /> sor�w�aesoaw0000rxreN A>k. .PH:360-193- 59 Job#22-32315 <br /> 90;.20221 :24 j18.wwb <br /> Design Check Calculation Sheet <br /> WoodWorks Sizer 2019(Update 4) <br /> Loads: <br /> Load Type Distribution pat- Uit <br /> Location [ft] Magnitude n <br /> tern Start End Start End <br /> Loadl Dead Full UDL 6.7 plf <br /> Self-weight Dead Full UDL 1.2 1f <br /> Maximum Reactions (lbs) and Bearing Lengths (in) : <br /> 11.083, <br /> 0' <br /> 11.042' <br /> Unfactored• <br /> Dead 44 44 <br /> Factored: <br /> Total 44 44 <br /> Bearing: <br /> Length 0.50* <br /> Min re 'd 0.50* <br /> *Minimum bearing length setting used:1/2"for end supports <br /> !18 <br /> Lumber-soft, D.Fir-L, No.2,2x4(1412"x3-112") <br /> Supports:All-Non-wood <br /> Roof joist spaced at 16.0"c/c;Total length:11.06';Clear span:11.0%Volume=0.4 cu.ft. <br /> Lateral support:top=at supports,bottom=continuous Repetitive factor.applied where permitted(refer to online Kelp); <br /> This section PASSES the design code check. <br /> Analysis vs.Allowable Stress and Deflection using NDS 2018: <br /> Criterion Analysis Value Design Value Unit Anal sis/Desi <br /> Shear fv = 12 Fv' = 162 psi fv/fir' e 0.07 <br /> Bending(+) fb = 473 Fb' = 1259 psi fb/Fb' = 0.38 <br /> Live Defl'n neeligible <br /> Total Defl'n 0.31 = L/429 0.74 = L/180 in 0.42 <br /> 1 <br /> Additional Data: ; <br /> FACTORS: F/E(psi) CD CM Ct CL CF Ctu Cr Cfrt Ci LC# <br /> Fv' 180 0.90 1.00 1.00 - -- - - 1.00 I-OD 1 <br /> Fb'+ 900 0.90 1.00 1.00 0.901 1.500 - 1.15 1.00 1.00 1 <br /> Fcp' 625 - 1.00 1.00 1.06 <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 l <br /> CRITICAL LOAD COMBINATIONS: <br /> Shear LC rl = D only <br /> Bending(+): LC 'i1 = D only t <br /> Deflection: LC ;±1 = D only (total) <br /> D--dead <br /> All LC's are listed in the Analysis output <br /> Lead combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 -,,Lk- <br /> CALCULATIONS: <br /> v max = 44, V design = 41 lbs; M(+) = 121 lbs-ft C� , � ,bt4 > <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 /> Lateral stability(+) : Lu = 11.06' Le 20.31' RB = 19.5 <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), <br /> using Allowable Stress Design(ASD).Design values are from the NDS Supplement. 1 <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 />