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, Ross Engineering Design Project Title: <br /> Engineer: Project ID: <br /> Project Descr: <br /> -- __ - - - - - - — <br /> Wood Beam File=C:lUserslRyanlDesktop\ENGINE-1\Jobs1140011493L0-11CALCS11493.ec6 <br /> ENERCALC,INC.1983-2014,Build:6.14.1.23,Ver:6.14.3.31 �" <br /> � , , _� r:, � '; F�� - <br /> _ ., yt_�,;_ �. .� . �_n._, :::_5_.. .... .. s � ? . y <br /> ,_, �. �., <br /> .�_ - - <br /> Descnption: B2 <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 /> - - -- -- - -- --- -- --- <br /> - ___ _. <br /> Analysis Method: Allowable Stress Design Fb-Tension 3000 psi E:Modulus of Elasticity <br /> Load Combination}�SCE7-10 Fb-Compr 3000 psi Ebend-�c 2300ksi <br /> Fc-Prll 1800 psi Eminbentl-�c 930ksi <br /> Wood Species : King Beam Fc-Perp 650 psi Ebend-yy 1600ksi <br /> Wootl 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 /> ���;0_1321 L(0 63) <br /> ♦ ♦ ♦ ♦ � <br /> I � y:�'+ %�si zc 2=�::�. � I <br /> 5.25x11.875 <br /> Span=15.0 ft <br /> Applied Loatls 5ervice loads eniered I_odd Factors will be appiied for calculaiions. <br /> Beam self weight calculated and addetl to loads <br /> Uniform Load: D=0.1320, L=0.630, Tributary Width=1.0 ft <br /> DESfGN SUMMARY <•._.�,�.�:;�s- � • <br /> Maximum Bending Stress Ratio = 0.709 1 Maximum Shear Stress Ratio = 0.406 : 1 <br /> Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 <br /> fb:Actual = 2,125.71 psi fv:Actual = 121.81 psi <br /> FB:Allowable = 3,00O.00psi Fv:Al�owable = 300.00 psi <br /> Load Combination +D+L+H Load Combination +D+L+H <br /> Location of maximum on span = 7.500ft Location of maximum on span = 14.015ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward L+Lr+S Deflection 0.428 in Ratio= ,_. <br /> Max Upward L+Lr+S Deflection 0.000 in Ratio= <360 <br /> Max Downward Total Deflection 0.528 in Ratio= _ <br /> Max Upward Total Deflection 0.000 in Ratio= <�gp <br /> Overall Maximum Deflections-Unfactored Loatls <br /> _ — _ - _— _ __ -- — -- <br /> Load Combination Span Max.""Defl Location in Span Loatl Combination Mac."+"Defl Location in Span <br /> -- -- — - <br /> D+L 1 0.5284 7.555 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 /> Overall MAXimum 5.829 5.829 <br /> D Only 1.104 1.104 <br /> L Only 4.725 4.725 <br /> D+L 5.829 5.829 <br />