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STRUCTURAL DESIGN ASSOCIATES Project Title: <br /> Engineer. Project ID: <br /> Project Descr: <br /> Printed.5.F.Is 20ia.it5Gkli <br /> Fie=Wasperinetwork MesPROJECTSi8000.8-1{B246-R-118246-R-1.EC& <br /> Wood Beam ENERCALC.INC.19983-2017.HuiN:10.17.12.10,Ver.10.17.1210 <br /> Lic.#:KW-06011301 Licensee:Covington <br /> Description NCR <br /> CODE REFERENCES <br /> Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 <br /> Load Combination Set:ASCE 7-10 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-10 Fb- 850.0 psi Ebend-xx 1,300.0 ksi <br /> Fc-Pill 1,300.0 psi Eminbend-xx 470.0 ksi <br /> Wood Species :HemFir Fc-Perp 405.0 psi <br /> Wood Grade :No.2 Fv 150.0 psi <br /> Ft 525.0 psi Density 26.830pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> Lr(0-422) <br /> D(0 621 L(0.62)S(0.3875) <br /> .X 6x101 <br /> S <br /> �►t ��(t <br /> I., p 'i <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Uniform Load: D=0,040, L=0.040, S=0.0250 ksf, Tributary Width=15.50 ft,(GARAGE) <br /> Point Load: Lr=0.4220 k @ 0.0 ft.(FL) <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0,298 1 Maximum Shear Stress Ratio = 0:211 : 1 <br /> Section used for this span 6x10 Section used for this span 6x10 <br /> fb:Actual = 202.35psi fv:Actual = 25.33 psi <br /> FB:Allowable = 680.00psi Fv:Allowable _ 120.00 psi <br /> Load Combination +D+L+H Load Combination +D+L+H <br /> Location of maximum on span = 1.500ft 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 0.002 in Ratio= 15372>=360 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 0.005 in Ratio= 6928>=240. <br /> Max Upward Total Deflection 0.000 in Ratio= 0<240.0 <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 Hy C i Cr Cm C t CL M lb Pb V fv Fv <br /> +0+H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=3.0 ft 1 0.165 0.117 0.90 1.000 0.80 1.00 1.00 1.00 1.00 0.70 101,17 612.00 0.44 12.67 108.00 <br /> a04.+H 1.000 0.80 1.00 1.00 1.00 1.00 • 0.00 0.00 0.00 0.00 <br /> Length=3.0 ft 1 0.298 0.211 1.00 1,000 0.80 1.00 1.00 1.00 1.00 1.40 202.35 680.00 0.88 25.33 120,00 <br /> +041.r+H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=3.0 ft 1 0.119 0.084 1.25 1.000 0.80 1.00 1.00 1.00 1.00 0,70 101.17 850.00 0.44 12.67 150.00 <br /> +D+S+1-1 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=3.0 ft 1 0.210 0.149 1.15 1.000 0.80 1.00 1.00 1.00 1.00 1.13 164.41 782.00 0.72 20.58 138.00 <br /> LAI5 <br />