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. Ross Fngineering Design Project Title: <br /> Engineer: Project ID: <br /> Project Descr: <br /> — --- --- — - - - - ----- - - - , <br /> � Wood Beam File=C:lUserslRyanlDesktoplENGiNE-11Jobs1140011493L0-11CALCS11493.ec6 <br /> ENERCALC,WC.1983-2014,Build:6 14 L23,Ver 6 14.3.31� <br /> ' .;:k . .�: ...;�.. . , _ <br /> Descnption: �B7 <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 Methotl: Allowable Stress Design Fb-Tension 3;000.0 psi E:Modulus ofElasticity <br /> Load Combination�,SCE7-10 Fb-Compr 3,000.0 psi Ebend-�c 2,300.Oksi <br /> Fc-Prll 1,800.0 psi Eminbend-xx 930.Oksi <br /> Wood Species : King Beam Fc-Perp 650.0 psi Ebend-yy 1;600.Oksi <br /> Wood Grade :GLB-MANUF Fv 300.0 psi Eminbend-yy 830.Oksi <br /> Ft 1,100.0 psi Density 35.0 pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsion buckling <br /> - '�'.�:; - n,a is;��o_c� <br /> ♦ � ♦ ♦ ♦ ♦ ♦ � � <br /> _ _ _ _ _ _ _ _ _ I - _ _ _ -- _ ---- - - - - -- - - ' <br /> 3.50 X 11.875 3.50 X 11.875 <br /> Span=5.60 ft Span=13.50 ft <br /> Applied Loatls �. . _ . � �, ������;� < �.>�-:r.,� � , <br /> - - - - - - - --- - - - ----- - - - ----- <br /> Beam self weight calculated and added to loatls <br /> Load for Span Number 1 <br /> Uniform Load: D=0.0960, L=0.320, Tributary Width=1.0 ft <br /> Load for Span Number 2 <br /> Uniform Load: D=0.180, L=0.60, Tributary Width=1.0 ft <br /> DESIGN SUMMARY �- �- . • � ��., ,, <br /> Maximum Bending Stress Ratio = 0.72Q 1 Maximum Shear Stress Ratio = 0.608 : 1 <br /> Section used for this span 3.50 X 11.875 Section used for this span 3.50 X 11.875 <br /> fb:Actual = 2,161.04 psi fv:Actual = 182.38 psi <br /> FB:Allowable = 3,00O.00psi Fv:Allowable = 300.00 psi <br /> Load Combination +D+L+H Load Combination +D+L+H <br /> Location of maximum on span = 7.391 ft Location of maximum on span = 5.600 ft <br /> Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward L+Lr+S Deflection 0.314 in Ratio= � � <br /> Max Upward L+Lr+S Deflection -0.275 in Ratio= � <br /> Max Downward Total Deflection 0.412 in Ratio= '�';";? <br /> Max Upward Total Deflection -0.358 in Ratio= ; ! <br /> Overall Maximum Deflections-Unfactored Loads <br /> - - - - - - - --------- <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> - - - - -- -- - ----- <br /> 1 0.0000 0.000 D+L -0.3579 0.000 <br /> D+L 2 0.4123 7.014 0.0000 0.000 <br /> Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS <br /> - - --- -------- - ------_ _------ - - -- <br /> Load Combination Support 1 Support 2 Support 3 <br /> --- - --- --- - - -- ----_ _ _____ --_.. _ <br /> Overall MAXimum 8.214 - 4.838 <br /> D Only 2.001 1.160 <br /> L Only 6.214 3.678 <br /> D+L 8.214 4.838 <br />