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I <br /> Project: Y-11-\lo - e'y:),8 `r:-"AvF_ SG <br /> Date: 3/14/2017 <br /> Page: 1 <br /> Simply Supported - Timber Beam Design <br /> Member Tag: H2 Span,ft: 3.5 <br /> Braced,ft: 0.5 Flat Use: N <br /> Repetitive: N Pres Treat: N <br /> Provide: (1) 2 x 8 <br /> Grade: Hem-Fir#2 Shear Diagram♦ V Moment Diagram <br /> Distributed Loads Point Loads End Reactions <br /> Unit Weight, Beg.Trib End Trib Start Location, End Location, Load Location Start End <br /> PSF Width,FT Width,FT FT FT LBS FT <br /> 0 0 0 0 0 0 0 0 0 <br /> > 0 0 0 0 0 0 0 0 0 <br /> 0 0 0 0 0 0 0 0 0 <br /> 0 0 0 0 0 0 0 0 0 <br /> Total 0 0 <br /> 12 16 16 0 3.5 0 0 336 336 <br /> m 0 0 0 0 0 0 0 0 0 <br /> a <br /> 0 0 0 0 0 0 0 0 0 0 <br /> 0 0 0 0 0 0 0 0 0 <br /> Total 336 336 <br /> 25 16 16 0 3.5 0 0 700 700 <br /> 0 0 0 0 0 0 0 0 0 <br /> vi <br /> 0 0 0 0 0 0 0 0 0 <br /> Total 700 700 <br /> Maximum of Load Combinations D+S End Reactions <br /> Deflection,A 0.03 in D+S Deflection,A 0.03 in 1036 1036 <br /> Moment,M 907 ft-lbs D+S Moment,M 907 ft-lbs Req'd Bearing Length <br /> Shear,V 1046 lbs D+S Shear,V 1046 lbs 1.71 1.71 <br /> *Taken distance'd'from support,subject to NDS 3.4.3 Hanger: <br /> Modified Material Properties Modifiers Deflection(in.) <br /> Cd=1.00 Cd=1.15 CF 1.20 DDL= 0.010 At = L/ 360 <br /> Bearing Perp 405 psi 405 psi CR 1.00 DLL= 0.000 AT = L/ 240 <br /> Bending,Fb 1,068 psi 1,228 psi Cf„ 1.05 DSL= 0.022 Limit Capacity <br /> Shear,Fv 150 psi 173 psi CL or Cv 1.00 DSL+LL= 0.022 0.12 18.7% <br /> M.Elasticity,E 1,300,000 1,300,000 DTL= 0.032 0.18 18.4% <br /> Required Section Properties Provided Section Properties Results Capacity <br /> Area,A 10.46 in2 Area,A 10.88 in2 Satisfactory 96.2% <br /> Section Modulas,S 10.19 in3 Section Modulas,S 13.14 in3 Satisfactory 77.5% <br /> Moment of Inertia,I 9 inA4 Moment of Inertia,I 48 inA4 Satisfactory 18.7% <br /> E/Clit2j <br />