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. Ross,Engineering Design Project Title: <br /> Engineer: Project ID: <br /> Project Descr: <br /> ----__ _ _ _ _ _ -- — --- _ _ <br /> Wood Beam Fite=C:lUserslRyanlDesktoplENGINE-11Jobs1140011493L0-11CALCS11493.ec6 <br /> � ENERCALC,INC.1983-2014,Build:6.14.t23,Ver.6.14.3.31 ? <br /> r�1 ��a �L a ��61 �i T . ', t i'wa�; r F ,_ .� � r ..', �, r — _ _ <br /> . <br /> --°. � �. ..:- ', . . � ; <br /> .-_ ._ . .. ._. � . ....a�.. .. .,. . . _°'.: _ '. ,.,, ' . . <br /> _"__._. ,_,_ ; ..��,.. . _. ' <br /> Descnption: H10 � � � <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 2400 psi E:Modulus of Elasticity <br /> Load Combination}�SCE7-10 Fb-Compr 1850 psi Ebend-xx 1800ksi <br /> Fc-Prll 1650 psi Eminbend-xx 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 Fuily Braced against lateral-torsion buckling <br /> �I;1� SSi,;.c. L�II i..,Lj4.J�) <br /> � � � � � <br /> � � <br /> I__ _-_ __'. __ . ..._ —._�. <br /> 3.125x10.5 <br /> Span=6250 ft <br /> Applied Loads 5crvice loads entered. Load Factors will be appiied for calculations. <br /> Beam self weight calculated and added to loads <br /> Uniform Load: D=0.260, S=0.30, Tributary Width=1.0 ft <br /> Point Load: D=1.920, S=3.20 k@ 1.0 ft <br /> Point Load: D=1.190, L=4.050 k@ 6.0 ft <br /> DESIGN SUMMARY �,:,, e- • • <br /> Maximum Bending Stress Ratio = 0.523 1 Maximum Shear Stress Ratio = 0.971 : 1 <br /> Section used for this span 3.125x10.5 Section used for this span 3.125x10.5 <br /> fb:Actual = 1.254.64psi fv:Actual = 257.35 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 = 1.756ft 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 Defiection 0.000 in Ratio= <360 <br /> Max Downward Total Deflection 0.085 in Ratio= _" _ <br /> Max Upward Total Deflection 0.000 in Ratio= <180 <br /> Overail Maximum Deflections-Unfactoretl Loads <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> D+L+S 1 0.0853 2.988 -----_.______--- - 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 /> Overall MAXimum 6.283 7.623 <br /> D Only 2.496 2.285 <br /> L Oniy 0.162 3.888 <br /> S Only 3.626 1.450 <br /> L+S 3.788 5.338 <br /> D+L 2.658 6.173 <br />