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BURT ENGINEERING PLLC Project Title: <br /> 18530 Meridian Ave N Engineer: <br /> Shoreline,WA 98133 Project ID: <br /> 206 779 6856 Project Descr: <br /> cb@burtengineering.com <br /> Printed.10 JUL 2020, 227AM <br /> File:heredia.ec6 <br /> Wood Beam <br /> Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.31 <br /> Lic.#:KW-06007583 BURT ENGINEERING PLLC <br /> DESCRIPTION: RB2 <br /> CODE REFERENCES <br /> Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 <br /> Load Combination Set: IBC 2018 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity <br /> Load Combination IBC 2018 Fb- 1850 psi Ebend-xx 1800 ksi <br /> Fc-PrIl 1650 psi Eminbend-xx 950 ksi <br /> Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi <br /> Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi <br /> Ft 1100 psi Density 31.21 pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> D(2.7)S(4.5) <br /> D(0.1725)S(02875) <br /> (-,) <br /> A* 5.5x13.5 j <br /> Span= 16.750 ft �T <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=11.50 ft,(roof trusses) <br /> Point Load: D=2.70, S=4.50 k @ 3.30 ft <br /> DESIGN SUMMARY Desi•n OK <br /> Maximum Bending Stress Ratio = 0.786 1 Maximum Shear Stress Ratio = 0.605 : 1 <br /> Section used for this span 5.5x13.5 Section used for this span 5.5x13.5 <br /> = 2,169.20 psi = 184.40 psi <br /> = 2,760.00 psi = 304.75 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 5.318ft 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 Transient Deflection 0.466 in Ratio= 431>=360 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 0.746 in Ratio= 269>=180 <br /> Max Upward Total Deflection 0.000 in Ratio= 0<180 <br /> Maximum Forces&Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Moment Values Shear Values <br /> Segment Length Span# M V Cd C FN C i Cr Cm C t CL M lb F'b V fv F'v <br /> D Only 0.00 0.00 0.00 0.00 <br /> Length=16.750 ft 1 0.377 0.290 0.90 1.000 1.00 1.00 1.00 1.00 1.00 11.32 813.45 2160.00 3.42 6915 238.50 <br /> +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=16.750 ft 1 0786 0.605 1.15 1.000 1.00 1.00 1.00 1.00 1.00 30.20 2,169.20 2760.00 9.13 184.40 304.75 <br /> +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0-00 0.00 <br /> Length=16.750 ft 1 0.663 0.511 1 15 1.000 1.00 1.00 1.00 1.00 1.00 25.48 1,830.26 2760.00 7.70 155.59 304.75 <br /> +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=16.750 ft 1 0.127 0.098 1 60 1.000 1.00 1.00 1.00 1.00 1.00 6.79 488.07 3840.00 2.05 41.49 424.00 <br /> Overall Maximum Deflections <br /> Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> +D+S 1 0.7455 7.886 0.0000 0 000 <br />