Laserfiche WebLink
Ross Engineering Design Project Title: <br /> Engineer: Project ID: <br /> Project Descr: <br /> — - - - -- __ - - -- -- - <br /> Wood Beam File=C:lUserslRyanlDesktoplENGWE-11Jobs1140011493L0-11CALCS11493.ec6 i. <br /> � ENERCALC,WC.19832014,Build:6.14.1.23,Ver.6.14.3.31 <br /> _ . i . , - <br /> Descnption� H2 <br /> CODE REFERENCES <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: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticiry <br /> Load Combination�,SCE7-10 Fb-Compr 1850 psi Ebend-�c 1800ksi <br /> Fc-Prll 1650 psi Eminbend-�c 930ksi <br /> WoodSpecies DF/DF Fc-Perp 650psi Ebend-yy 1600ksi <br /> Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi <br /> Ft 1100 psi Density 32.21 pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsion buckling <br /> C�;o 3�5ro.5� <br /> Dr1.t7�f''�'.....-. � ♦ ♦ ♦ <br /> ���+�J.03�S':O.C�Si <br /> ♦ ♦ 1 ♦ � <br /> I-- — _ _. _ _ — __ <br /> 3.125u9 <br /> Span=6.0 ft <br /> Appiied Loads <br /> Beam self weight calculated and added to loads <br /> Load for Span Number 1 <br /> Uniform Load: D=0.030, S=0.050 k/ft,Extent=0.0-»1.750 ft, Tributary Width=1.0 ft <br /> Uniform Load: D=0.30, S=0.50 k/ft,Extent=1.750-»6.0 ft, Tributary Witlth=1.0 ft <br /> Point Load: D=1.170, S=1.950 k@ 1.750 ft <br /> DESIGN SUMMARY p�- ° • <br /> Maximum Bending Stress Ratio = '�7 1 Maximum Shear Stress Ratio = ��.%�2 : 1 <br /> Section used for this span 3.125x9 Section used for this span 3.125x9 <br /> fb:Actual = 1.744.82 pSi fv:Actual = 186.05 psi <br /> FB:Allowable = 2.400.00psi Fv:Allowable = 265.00 psi <br /> Load Combination +D+S+H Load Combination +D+S+H <br /> Location of maximum on span = 2.102ft 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 0.070 in Ratio= �.� <br /> Max Upward L+Lr+S Deflection 0.000 in Ratio= <360 <br /> Max Downward Total Deflection 0.113 in Ratio= _„ <br /> Max Upward Total Deflection 0.000 in Ratio= <180 <br /> Overall Maximum Deflections-Unfactoretl Loatls <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> - - -- - - - -- <br /> D+S 1 0.1129 2.891 0.0000 0.000 <br /> Ver[ical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS <br /> Load Combination Support 1 Support 2 <br /> Overall MAXimum 3.553 3.145 <br /> D Only 1.344 1.191 <br /> S Only 2.209 1.954 <br /> D+S 3.553 3.145 <br />