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. Ross�ngineering Design Project Title: <br /> Engineer: Project ID: <br /> Project Descr: <br /> -- --- _ _----- -- - - - — --- <br /> Wood Beam File=QlUserslRyanlDesktop\ENGINE-11Jobs1140011493L0-11CALCS11493.ec6 <br /> ENERCALC,INC.1983-2014,Build:6.14.123,Ver:6.14.3.31 ( <br /> t :!��� y 3 ,�;1{..a' . ._ r. � ._, , .. . . ... .. . . <br /> Description� B12 <br /> CODE REFERENCES <br /> - - - - - --- -- _ _ _ — . _.__ __. . - - - _ - - - <br /> Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 <br /> Load Combination Set: ASCE7-10 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb-Tension 3000 psi E:Modulus of Elasticity <br /> Load Combination ASCE7-10 Fb-Compr 3000 psi Ebend-xx 2300ksi <br /> Fc-Prll 1800 psi Eminbend-�oc 930ksi <br /> Wood Species : King Beam Fc-Perp 650 psi Ebend-yy 1600ksi <br /> Wood Grade :GLB-MANUF Fv 300 psi Eminbend-yy 830ksi <br /> Ft 1100 psi Density 35 pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsion buckling <br /> D12.62)LiG�s�'�c D(0 531 L�0 3��S(C_6i <br /> ♦ ♦ ♦ ♦ ♦ <br /> D(0.102)L(0_3�'� <br /> ♦ ♦ ♦ ♦ ♦ <br /> - - ► <br /> I � <br /> 5.50 X 18.0 <br /> Span=20.0 ft <br /> Applied Loads �. . � ., . . � � _ _ <br /> - - - _ _ _ - - - - ----- - - --- -- - - - --- - - - - - - - - <br /> Beam self weight calculated and added to loads <br /> Load for Span Number 1 <br /> Uniform Load: D=0.1020, L=0.340 k/ft,Extent=0.0--»10.50 ft, Tributary Width= 1.0 ft <br /> Uniform Load: D=0.530, L=0.30, S=0.60 k/ft,Extent=10.50-»20.0 ft, Tributary Width=1.0 ft <br /> Point Load: D=2.620, L=0.220, S=3.440 k@ 10.50 ft <br /> DESIGN SUMMARY s ;,��� . s <br /> Maximum Bending Stress Ratio = 0.887. 1 Maximum Shear Stress Ratio = 0.554 : 1 <br /> Section used for this span 5.50 X 18.0 Section used for this span 5.50 X 18.0 <br /> fb:Actual = 2,660.24psi fv:Actual = 166.30 psi <br /> FB:Aifowable = 3,00O.00psi Fv:Allowable = 300.00 psi <br /> Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H <br /> Location of maximum on span = 10.511 ft Location of maximum on span = 18.540 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward L+Lr+S Deflection 0.524 in Ratio= „ <br /> Max Upward L+Lr+S Deflection 0.000 in Ratio= <360 <br /> Max Downward Total Deflection 0.838 in Ratio= _ _ <br /> Max Upward Total Deflection 0.000 in Ratio= <180 <br /> Overall Maximum Deflections-Unfactored Loads <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max."+^Defl Loration in Span <br /> - ---- - - - --- - - - - - ----- - <br /> D+L+S 1 0.8379 10.365 0.0000 0.000 <br /> Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS <br /> Load Combination Support 1 Support 2 <br /> --_ _ -- --- - <br /> - - - ---- <br /> Overall MAXimum 9.873 15.114 <br /> D Only 3.471 5.736 <br /> L Only 3.414 3.226 <br /> S On�y 2.988 6.152 <br /> L+S 6.402 9.378 <br />