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• Title Block Line 1 Project Title: <br /> You can change this area Engineer: Project ID: <br /> using the"Settings"menu item Project Descr: <br /> and then using the"Printing& <br /> Title Block"selection. <br /> Title Block Line 6 Printed:8 JUN 2015,3:18PM <br /> File=c:\CKPROJ-1\2015PR-1115-024-1\CA LCS\gravity.ec6 <br /> Wood Beam ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 <br /> Lic.#:KW-06009431 Licensee:CK Engineering LLC <br /> Description: DK#2 <br /> CODE REFERENCES <br /> Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 <br /> Load Combination Set :ASCE 7-10 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-10 Fb-Compr 850.0 psi Ebend-xx 1,300.0 ksi <br /> Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi <br /> Wood Species : Hem Fir Fc-Perp 405.0 psi <br /> Wood Grade :No.2 Fv 150.0 psi <br /> Ft 525.0 psi Density 27.70 pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsion buckling <br /> D(0.09)L(0.36) <br /> • V V V • <br /> D(0.075)S(0.125) D(0.09)S(0.36) <br /> V V V ♦ ♦ ♦ V V • <br /> .; .Ads;,r_ :. .-_2i.2.._... _, J <br /> 4x8 4x8 <br /> Span=3.0 ft Span=6.50 ft <br /> Applied Loads '-k. V Service loads entered. Load Factors will be applied for calculations. <br /> Beam self weight calculated and added to loads <br /> Load for Span Number 1 <br /> Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=5.0 ft,(ROOF) <br /> Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=9.0 ft,(DECK) <br /> Load for Span Number 2 <br /> Uniform Load: D=0.010, S=0.040 ksf, Tributary Width=9.0 ft,(DECK) <br /> DESIGN SUMMARY n .,,-= Design OK <br /> Maximum Bending Stress Ratio = 0.539: 1 Maximum Shear Stress Ratio = 0.508 : 1 <br /> Section used for this span 4x8 Section used for this span 4x8 <br /> fb:Actual = 684.30 psi fv:Actual = 87.67 psi <br /> FB:Allowable = 1,270.75 psi Fv:Allowable = 172.50 psi <br /> Load Combination +D+S+H Load Combination +D+S+H <br /> Location of maximum on span = 3.000ft Location of maximum on span = 3.000 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.058 in Ratio= 1333 <br /> Max Upward Transient Deflection -0.008 in Ratio= 4603 <br /> Max Downward Total Deflection 0.072 in Ratio= 1077 <br /> Max Upward Total Deflection -0.009 in Ratio= 4204 <br /> Overall Maximum Deflections <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max."+'Defl Location in Span <br /> 1 0.0000 0.000 +D+5+H -0.0086 1.844 <br /> +D+S+H 2 0.0724 3,559 0.0000 1.844 <br /> Vertical Reactions Support notation:Far left is#1 Values in KIPS <br /> Load Combination Support 1 Support 2 Support 3 <br /> Overall MAXimum 0.618 2.773 1.209 <br /> Overall MINimum 0.072 0.456 -0.020 <br /> +D+H 0.120 0.760 0.246 <br />