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, Ross Engineering Design Project Title: <br /> Engineer: Project ID: <br /> Project Descr: <br /> - - -- - - - <br /> �Wood Beam File=C:lUserslRyanlDesktoplENGINE-11Jobs1140011493L0-1�CALCSit493ec6 <br /> ENERCALC,INC 1983-2014 Build:614.123,Ver:6.14.3.31 <br /> . k'. ..��.. � � . . —_ <br /> .a . � . . -..�. �. <br /> l_iE� ,.. <br /> . �. ..k.�.r_:1�,'.',.. S. .��__ . ��— . <br /> Descnption: B3 <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 /> _ - -- - _ _ <br /> _ —_. -- - <br /> Analysis Method: AI lowable Stress Design Fb-Tension 3,000.0 psi E:Modulus of Elas[icity <br /> Load Combination�,SCE7-10 Fb-Compr 3,000.0 psi Ebend-�c 2,300.Oksi <br /> Fc-Prll 1,800.0 psi Eminbend-�c 930.0 ksi <br /> WoodSpecies : King Beam Fc-Perp 650.Opsi Ebend-yy 1,600.Oksi <br /> Wood Grade :GLB-MANUF Fv 300.0 psi Eminbend-yy 830.Oksi <br /> Ft 1,100.Opsi Density 35.Opcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsion buckling <br /> �':! :'� ' D10.189)Ll0_63) <br /> ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ �� ��♦ ♦ <br /> 2.6875x11.875 2.6875x11.875 2.6875x11.875 <br /> Span=5.670 ft Span=9.0 ft Span=4.750 ft <br /> Applied Loads _._ , � ,. _ <br /> - - - _. <br /> Beam self weight calculated and added to loads <br /> Load for Span Number 1 <br /> Unifomi Loatl: D=0.1890, L=0.630, Tributary Width=i.0 ft <br /> Load for Span Number 2 <br /> Uniform Load: D=0.1890, L=0.630, Tributary Width=1.0 ft <br /> Load for Span Number 3 <br /> Uniform Load: D=0.1890, L=0.630, Tributary Width=1.0 ft <br /> DESIGN SUMMARY �• . • <br /> Maximum Bending Stress Ratio = U.3 i�= 1 Maximum Shear Stress Ratio = 0.46'! : 1 <br /> Section used for this span 2.6875x11.875 Section used for this span 2.6875x11.875 <br /> fb:Actual = 948.44psi fv:Actuai = 138.42 psi <br /> FB:Allowable = 3.000.00 psi Fv:Allowable = 300.00 psi <br /> Load Combination +D+L+H Load Combination +D+L+H <br /> Location of maximum on span = 5.670ft Location of maximum on span = 5.670ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward L+Lr+S Deflection 0.033 in Ratio= ;i2g <br /> Max Upward L+Lr+S Deflection -0.003 in Ratio= :�574 <br /> Max Downward Total Deflection 0.044 in Ratio= �'458 <br /> Max Upward Total Deflection -0.004 in Ratio= +915 <br /> Overall Maximum Deflections-Unfactored Loatls <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> D+L 1 0.0036 1.811 D+L -0.0023 4.860 <br /> D+L 2 0.0439 4.538 0.0000 4.860 <br /> 3 0.0000 4.538 D+L -0.0038 1.197 <br /> Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS <br /> Load Combination Support 1 Support 2 Support 3 Support 4 <br /> Overall MAXimum 1.463 6.983 6.625 0.984 <br />