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� Ross Engineering Design Project Title: <br /> Engineer: Project ID: <br /> Project Descr: <br /> _-- _ __ _ - - --- _ - - , <br /> WOOC� B@a111 File=C:lUserslRyanlDesktop\ENGWE-11Jobs1140011493L0-1\CALCS11493.ec6 <br /> _. �._ <br /> ENERCALC,INC.1983-2D14,Build:6.14.123,Vec6.14.3.31 � <br /> . � ,., .- - <br /> �� � _ ;; ;_� �� � �� � <br /> � r .,�. �:-. . � . <br /> ..�-.- ..:: ._ ,..,:, ..�.�..-_ .. , , . �- � � . . , _ . <br /> -._:_ ...., . _::. ,. �__-., .,., .-�. _... . _. _. . . . . . . <br /> Descnption: H9 <br /> CODE REFERENCES <br /> __ __ <br /> _ - - _ _ _ —-- -_ <br /> Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 <br /> Load Combination Set:ASCE7-10 <br /> Material Properties <br /> - - ___ - - - - _ <br /> Analysis Method: Ailowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity <br /> Load Combination ASCE7-10 Fb-Compr 1850 psi Ebentl-�c 1800ksi <br /> Fc-Prll 1650 psi Eminbend-�c 930ksi <br /> Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi <br /> Wood Grade 24F-V4 Fv 265 psi Eminbend-yy 830ksi <br /> Ft 1100 psi Density 32.21 pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsion buckling <br /> Dlt_013) � .�_. i 1;6 L �.:._ <br /> 1 � 1 1 <br /> i �:7:5'�i <br /> 1 1 1 1 ♦ <br /> I <br /> 3.125�0.5 <br /> Span=6.250 ft <br /> A�II@d L08d5 i,2�o_� -".��red.Load Factors v.•ii :���i�� � _.._- <br /> — --- - - _ _ - <br /> Beam self weight calculated and added to loads <br /> Load for Span Number 1 <br /> Uniform Load: D=0.5060, L=0.320, S=0.550 k/ft,Extent=0.0--»2.0 ft, Tributary Width=1.0 ft <br /> Uniform Load: D=0.1760, L=0.320 Wft,Extent=2.0--»6.250 ft, Tributary Width=1.0 ft <br /> Point Load: D=1.013, S=1.688 k@ 2.0 ft <br /> DESIGNSUMMARY __'_.�' � �..`__.s .a <br /> Maximum Bending Stress Ratio = 0.514 1 Maximum Shear Stress Ratio = 0.�:;,: : 1 <br /> Section used for this span 3.125x10.5 Section used for this span 3.125x10.5 <br /> fb:Actual = 1,233.99psi fv:Actual = 142.15 psi <br /> FB:Allowable = 2 400.00psi Fv:Allowable = 265.00 psi <br /> Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H <br /> Location of maximum on span = 2.007ft Location of maximum on span = O.00Oft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward L+Lr+S Deflection 0.051 in Ratio= <br /> Max Upward L+Lr+S Deflection 0.000 in Ratio= <360 <br /> Max Downward Total Deflection 0.082 in Ratio= <br /> Max Upward Total Deflection 0.000 in Ratio= <180 <br /> Overall Maximum Deflections-Unfactored Loads <br /> _ ___ -- - - _ ____ _ - --- <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> - - - <br /> D+L+S 1 0.0817 2.943 0.0000 0.000 <br /> Vertical Reactions-Unfactoretl Support notation:Far left is#1 Values in KIPS <br /> Load Combination Support 1 Support 2 <br /> - __ ._- <br /> Overall MAXimum 4.888 2.719 <br /> D Only 1.816 1.003 <br /> L Only 1.000 1.000 <br /> S Only 2.072 0.716 <br /> L+S 3.072 1.716 <br />