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Ville Block Line 1 • Project Title: <br /> You coin change this Pica Engineer: <br /> + using the"Settings"menu item Project ID. <br /> and then using the"Printing& Project Descr. <br /> itle Block"selection. <br /> Title Block L,;'r:6 <br /> Wood Beam <br /> -7 ,.011301 _. a • a-ft . <br /> DESCRIPTION: outside fir jst w!overturning <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br /> Load Combination Set : IBC 2018 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fh r 2.400.0 psi E:Modulus of Elasticity <br /> Load Combination IBC 2018 Fh 1,850 0 Irsi Ebend-xx 1,800 Oksi <br /> Fc Pr) 1 650 0 Eminbend-xx 950.0ksi <br /> Wood Species : DF/DF Fc Pero 650.01,; Ebend yy 1,600 Oksi <br /> Wood Grade : 24F -V4 Fv 265 0 Eminbend-yy 850.0 ksi <br /> Ft 1.100.01:;i Density 31 210 pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> ;i{ 1 ;r;' , (- n 15)1(0 135)`Air":, +1 fiP7it4)) 1 '4:,h) <br /> I){r) i i i i r i;):4,41 i�(�1 .1,1 i i I (i, <br /> 1 5x12 • <br /> Span 1 0 fi Span= 1 Ei.0 ft <br /> Applied Loads 0ervicr:to cis I F act:;rs will he apillirtl for <br /> f nod for Span Number 1 <br /> (Uniform Load 0 3010, L 0.3640 kift,Extent C 0 >- 1.0 ft, Tributaiy'Width 1 0 ti <br /> Point Load W- 1.923, E= 1 958 k(d)0 0 ft <br /> Load for Span Number 2 <br /> Point Load 0 - 6.150, L 0 1350, IN 0.811 fl, F 1 062 K(3 a.n ft <br /> Uniform Load D 0.3010, L 0.3640 kttt,Fxtem-7.0-- 16.0 ft: rribulary Width 1 0 <br /> Point 1 oad• W- 1 t)23, E-- 1.958 k n)10 0 ft <br /> DESIGN SUMMARY Deal n0. .1 <br /> Maximum Bending Stress Ratio 0.557: 1 Maximum Shear Stress Ratio 0.323 1 <br /> Section used for this span 5.5x12 Section used for this span 5.5x12 <br /> 1,337 40psi 85.67 psi <br /> 2,400 00psi 265.00 psi <br /> _oad Combination +fD+f_ Load Combination +D*L <br /> Location of maximum on span = 9.385ft Location of maximum on span - 15 017 ft <br /> Soan#where maximum occurs = Span#2 Span#where moxirl'Urrl orciirs Span#2 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.239 in Ratio= 803 -360 <br /> Max Upward Transient Deflection -0.041 in Ratio= 578 -360 <br /> Max Downward Total Deflection 0 441 in Ratio= <br /> Max Upward Total Deflection -0.077 in Ratio= 112:•-240 <br /> Vertical Reactions Support notation:Far left is#1 Values in KIPS <br /> Lead Curlituna:. Support 1 Support 2 Support 3 <br /> t')vera.i MA?Cinlr;n; 2 512 4.423 <br /> Erierrli MINimurn 1.364 0 676 <br /> D Ca y 1.147 2.013 <br /> +D+L 2.512 4.423 <br /> +0+0 750L 2.171 3 821 <br /> +-D+t)%;0W -0.268 1.607 <br /> -+D+0 70F. 0.451 1 613 <br /> +D+-0 751_+0 4.50W 1.109 3 516 <br /> +0+0.750L+0.5250E 0.972 3.521 <br />