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� Ross>Engineering Design Project Title: <br /> Engineer: Project ID: <br /> Project Descr: <br /> � Wood Beam File=C:lUserslRyanlDesktoplENGWE-11Jobs1140011493L0-11CALCSH493.ec6 <br /> ENERCALC,INC.1983-2014,Build:6.14.1.23,Vec6.14.3.31 �, <br /> t - ' { p}.'. J'2x �l� - .. <br /> r ._�-.r�_r:a�'.� e�... .-. __ . z, ,. . . , � _ ._ _ .. <br /> Descnption: H8 <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 /> Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E Modulus of Efasticiry <br /> Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi <br /> Fc-Prll 1,350.0 psi Eminbend-�c 580.0 ksi <br /> Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi <br /> Wood Grade :No.2 Fv 180.0 psi <br /> Ft 575.0 psi Density 32.210 pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsion buckling <br /> .-s,��iosz� <br /> � 1 � � 1 <br /> I � - - - - - - -- ---- - II <br /> ----- --- — - - - -- ---- I <br /> 4x10 <br /> Span=5250 R <br /> Applied Loads _ .,�+� _ , � i .,_ _ _ <br /> - ------ - -- ------ - - ----- -- .. <br /> Beam self weight calculated and added to loads <br /> Uniform Load: D=0.1760, L=0.320, Tributary Width=1.0 ft <br /> Point Load: D=1.347, S=2.209 k@ 1.0 ft <br /> DESIGNSUMMARY g ,.,. ,!�..°,�" e ._.._.,,,t,:..: <br /> Maximum Bending Stress Ratio = OJ4� 1 Maximum Shear Stress Ratio = C' .:�:- : 1 <br /> Section used for this span 4x10 Section used for this span 4x10 <br /> fb:Actual = 804.65psi fv:Actual = 149.15 psi <br /> FB:Allowable = 1,080.00psi Fv:Allowable = 180.00 pSi <br /> Load Combination +D+0.750L+0 750S+H Load Combination +D+S+H <br /> Location of maximum on span = 1265ft 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 0.032 in Ratio= `,'�"� <br /> Max Upward L+Lr+S Deflection 0.000 in Ratio= <360 <br /> Max Downward Total Deflection 0.051 in Ratio= _, <br /> Max Upward Total Deflection 0.000 in Ratio= <180 <br /> Overall Maximum Deflections-Unfactored Loatls <br /> _ --- - - -- --- - ---- ----_ _ <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> --- ---- —_ - ------- - _ — — — ---- - - ------- - - -- <br /> D+L+S 1 0.0512 2.453 0.0000 0.000 <br /> Vertica I Reactions-Unfactored Support notation:Far left is#1 Values in KIPS <br /> Load Combination Support 1 Support 2 <br /> Overall MAXimum 4.200 1.998 <br /> - -- -- <br /> D Only 1.571 0.738 <br /> L Only 0.840 0.840 <br /> S Only 1.788 0.421 <br /> L+S 2.628 1.261 <br /> D+L 2.411 1.578 <br /> D+S 3.360 1.158 <br />