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, Ross Engineering Design Project Title: <br /> Engineer: Project ID: <br /> Project Descr: <br /> � - -- — — - - --- — <br /> Wood Beam File=C:\UserslRyanlDesktoplENGINE-11Jobs1140011493L0-11CALCS11493.ec6 I <br /> ENERCALC,WC.1983-2014,Build:6.14.1.23,Ver:6.14.3.31 <br /> oJ , �.:r ;� r ,�K� t ', _ <br /> _.� a_.�.:_ �`.._ _?_"���.;� ,,z.r. . <br /> Descnption:� 810� <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: AI lowable Stress Design Fb-Tension 2800 psi E:Modulus of Elasticity <br /> Load Combination�SCE7-10 Fb-Compr 2800 psi Ebend-�c 2000ksi <br /> Fc-Prll 3000 psi Eminbend-xx 2000ksi <br /> Wood Species : Boise Cascade Fc-Perp 750 psi <br /> Wood Grade :Versa Lam 2800 Fv 285 psi <br /> Ft 210Q psi Density 32.21 pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsion buckling <br /> �`�.167)L(0.0A�5(G.I�;:�. <br /> � 1 � 1 <br /> i __ � <br /> i _ <br /> 2-t.75x11.87 <br /> Span=11.0 ft <br /> _ APplied Loads �_ _. � r��=� �,, ��..., . .:�:� �;.��;. _ � � <br /> _ - _ — _ — - _ <br /> Beam self weight calculated and atltled to loads <br /> Uniform Load: D=0.1670, L=0.040; S=0.1250, Tnbutary Width=1 0 ft <br /> � � � x_ . s'°� ���`�:,` <br /> DESIGN SUMMARY �.� <br /> __.�„ _ - ,_ <br /> Maximum Bending Stress Ratio = �3.��%' 1 Maximum Shear Stress Ratio = 0.1%'. : 1 <br /> Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 <br /> fb:Actual = 664.79psi fv:Actuai = 49.33 si <br /> FB:Allowable = 2,800.00psi Fv:Allowable = 285.00 psi <br /> P <br /> Load Combination +D+S+H Load Combination +D+S+H <br /> Location of maximum on span = 5.500ft Location of maximum on span = 10.036ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward L+Lr+S Deflection 0.056 in Ratio= _",,- <br /> Max Upward L+Lr+S Deflection 0.000 in Ratio= <360 <br /> Max Downward Total Deflection 0.116 In Ratio= <br /> Max Upward Total Deflection 0.000 in Ratio= <180 <br /> Overall Maximum Deflections-Unfactored Loads <br /> Load Combina6on Span Max.""Defl Loca6on in Span Load Combination Max."+"Defl Location in Span <br /> D�L+S 1 0.1158 5.540 0.0000 0.000 <br /> Vertica I Reactions-Unfactoretl Support notation:Far left is#1 Values in KIPS <br /> Load Combination Support 1 Support 2 <br /> — <br /> Overall MAXimum 1.877 1.877 — <br /> D Only 0.970 0.970 <br /> L Only 0.220 0.220 <br /> S Only 0.688 0.688 <br /> L+S 0.908 0.908 <br /> D+L 1.190 1.190 <br /> D+S 1.657 1.657 <br /> D+L+S 1.877 1.877 <br />