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COMPANY PROJECT <br /> WoodWorks®1 Sep.1,2022 11:34 Guardrail <br /> Design Check Calculation Sheet <br /> WoodWorks Sizer 2019(Update 4) <br /> Loads: <br /> Lcad Type Distribution pat-• Location ift) Magnitude Unit <br /> tern Start End I Start F,rd <br /> Load!_ Llvc lFull UDL 1 50.0 It <br /> Maximum Reactions (lbs), Bearing Capacities(lbs)and Bearing Lengths(in) <br /> 6.042' <br /> 0 6' <br /> Unfacto_•ed: <br /> Live 1.5' <br /> Factored: <br /> Total <br /> 3=-ari.ng: <br /> Capacitl <br /> )Sea;n 304 <br /> Support 52E •`E6 <br /> Der. ratio <br /> Beam U.5.6 0.50 <br /> Support 0.26 .i.6 <br /> :.oa^ coal- 42 <br /> L=ngth 0.50" (i•5V'' <br /> Min req'd 0.50- �i•.� <br /> Ch :.00 <br /> Cb rain _.00 I.60 <br /> Co- support 1.25 1•25 <br /> -CP rUp62" 25 <br /> -Minimum bearing length setting used:112'for end supports <br /> Lumber-soft,Hem-Fir,No.2,2x4(1-1/2"x3-1/2") <br /> Supports:All-Timber-soft Beam,D.Fir-L No.2 <br /> Total length:6.06';Clear span:5.938.volume=0.2 OVA. <br /> Incised;Lateral support:top=at supports,bottom=at supports: <br /> This section PASSES the design code check. <br /> Analysis vs.Allowable Stress and Deflection using Nos 2018: <br /> Cri.terizln Analysis value Design Value Unir final:ysis..'Desl r, <br /> Shea= u =2 Fv' - 120 psl fv Fv' 0.32 <br /> 3e=:tii.y(*1 b - 28[ Fb' 980 gs5. ibiFb' - U.90 <br /> Live Der.l'n c.22 = L/325 0.40 = .T./180 in 0.55 <br /> Total DeLi'u 0.22 - L/326 0.4U L%»8.1 I ir. 0.5 <br /> Additional Data: <br /> PA_T,DRS: F/E{p5i) CC CM Ct C1. CF Cl'u Cr Cfrt Ci. L.Ct <br /> FV' i54 i-00 1.00 i.00 -. - - ... 1.00 0.90 <br /> Fl:'+ 350 ]..00 1.00 1.00 0.961 1.500 - 1.00 ].DO D.SO <br /> 405 •- 1.0n 1.00 - - - - .1.Da 1.00 - <br /> 1.3 million ].00 1.00 - - - I.Do 0.95 <br /> Er,i.n' 0.47 million I.00 1.00 - - -- - 1.n0 ().45 2 <br /> CRITICAL LOAD COMBINATIONS: <br /> Shear : LC 42 - L <br /> Bending(+I: LC fit = I. <br /> r-fle-ction: LC T<2 - T, (Live) <br /> -^. R2 L (total) <br /> Bearing : Support 1 - 1.0 12 L <br /> support 2 - LC 42 - L <br /> All LC's are listed in the Analysis ouLont <br /> Load combinations: ASD Basic from.. ASCE 7-16 2.4 / IBC 201rS 1505.3,1 <br /> CALCULATIONS: <br /> v max 150, V design = 134 lbs; M(+) 225 lbs-•-ft <br /> BIy 6.9"? 11--in^2 <br /> "Live" deflection is due to all non-dead load$ (live, wind, snow...) <br /> Total deflection T 1.0 dead + "live" <br /> Lateral stability(-Q. Lu 6.00' Le '= 1.1.05' RE = 14.4 <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 Design <br /> (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 /> 10 <br />