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41 ' <br /> Project Y-I'7-fC dcl(7 oj'H Av,� 5E_ <br /> Date: 3/14/2017 <br /> Page: 1 <br /> Simply Supported - Timber Beam Design <br /> Member Tag: H1 Span,ft: 5 <br /> Braced,ft: 0.5 Flat Use: N <br /> Repetitive: N Pres Treat: N <br /> Provide: (1) 4 x 8 <br /> Grade: Hem-Fir#2 Shear Diagram♦ ♦ Moment Diagram <br /> 1 11 'I fPli'41 i� <br /> ill,: <br /> , 1 i ,' 113,i, <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 /> o 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 5 0 0 480 480 <br /> o 0 0 0 0 0 0 0 0 0 <br /> oa) <br /> o 0 0 0 0 0 0 0 0 0 <br /> 0 0 0 0 0 0 0 0 0 <br /> Total 480 480 <br /> 3 25 16 16 0 5 0 0 1000 1000 <br /> o 0 0 0 0 0 0 0 0 0 <br /> Ln <br /> 0 0 0 0 0 0 0 0 0 <br /> Total 1000 1000 <br /> Maximum of Load Combinations D+5 End Reactions <br /> Deflection,A 0.06 in D+s Deflection,A 0.06 in 1480 1480 <br /> Moment,M 1850 ft-lbs D+S Moment,M 1850 ft-lbs Req'd Bearing Length <br /> Shear,V 1495 lbs D+S Shear,V 1495 lbs 1.04 1.04 <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 1.30 DDL= 0.019 AL = L/ 360 <br /> Bearing Perp 405 psi 405 psi CR 1.00 DLL= 0.000 AT = L/ 240 <br /> Bending,Fb 1,160 psi 1,334 psi Cf„ 1.05 DSL= 0.039 Limit Capacity <br /> Shear,Fv 150 psi 173 psi CL or Cv 1.00 DSL+LL= 0.039 0.17 23.4% <br /> M. Elasticity,E 1,300,000 1,300,000 DTL= 0.058 0.25 23.0% <br /> Required Section Properties Provided Section Properties Results Capacity <br /> Area,A 14.95 in2 Area,A 25.38 in2 Satisfactory 58.9% <br /> Section Modulas,S 19.14 in3 Section Modulas,S 30.66 in3 Satisfactory 62.4% <br /> Moment of Inertia,I 26 inA4 Moment of Inertia, I 111 inA4 Satisfactory 23.4% <br /> 1 j <br />