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, Ross Engineering Design Project Title: <br /> Engineer: Project ID: <br /> Project Descr: <br /> I WOOCi B@aCTI File=C:lUserslRyanlDesktoplENGINE-11Jobs1140011493L0-11CA.LCS!1493.ec6 � <br /> I ENERCALC:INC.1983-2014,Build:6_14.L23.Ver6.t4 3.31 � <br /> � �. --- __ — - — <br /> � . ��_:X_� �?t���..W �.- .�._ . ., . A..:'� .��__:}:;. �'_�_.. . .�_� _._ . . ..: ��. . .. . . <br /> Description: H3 <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: AI lowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elas[iciry <br /> LoadCombination�SCE7-10 Fb-Compr 900.Opsi Ebend-�c 1,600.Oksi <br /> Fc-Prll 1,350.0 psi Eminbend-xx 580.Oksi <br /> Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi <br /> Wood Grade : No.2 Fv 180.0 psi <br /> Ft 575.Opsi Density 32.210pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsion buckling <br /> ♦ ♦ ♦ � ♦ <br /> I <br /> _- - -----__ __. _ __ _ _ __ -- _l <br /> 4xa — <br /> Span=4250 ft <br /> Applied Loads c :�_��.. �;;,�� � ���,c�� .,.�� s,.�ti F,,� . �' � = _ <br /> Beam self weight calculated and added to loads <br /> Uniform Load: D=0.330, S=0.550, Tributary Width=1.0 ft <br /> DESIGN SUMMARY a� � • <br /> Maximum Bending Stress Ratio = 0.6E� 1 Maximum Shear Stress Ratio = J.�a7 : 1 <br /> Section used for this span 4X$ Section used for this span 4x8 <br /> fb:Actual = 782.62psi fv:Actual = 80.40 psi <br /> FB:Aliowable = 1,170.00 psi Fv:Ailowable = 180.00 psi <br /> Load Combination +D+S+H Load Combination +D+S+H <br /> Location of maximum on span = 2.125ft Location of maximum on span = 0.000 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward L+Lr+S Deflection 0.023 in Ratio= __,,,, <br /> Max Upward L+Lr+S Deflection 0.000 in Ratio= <360 <br /> Max Downward Total Deflection 0.037 in Ratio= I;; � <br /> Max Upward Total Deflection 0.000 in Ratio= <�gp <br /> Overall Maximum Deflections-Unfactoretl Loatls <br /> Load Combination Span Max.""Defl Location in Span Load Combination Ma�c."+"Defl Location in Span <br /> D+S 1 0.0368 2.141 0.0000 0.000 <br /> Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS <br /> Loatl Combination Support 1 Support 2 <br /> Overall MAXimum 1.882 1.882 <br /> D Only 0.713 0.713 <br /> S Only 1.169 1.169 <br /> D+S 1.882 1.882 <br />