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Project Title: <br /> Engineer: <br /> Project ID: SDA#9328 <br /> Project Descr: <br /> Wood Beam Project File:9328.ec6 <br /> LIC#:KW-06014008,Build:20.23.2.14 Structural Design Associates (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: RB3 -8' DOOR <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br /> Load Combination Set : IBC 2021 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity <br /> Load Combination: IBC 2021 Fb- 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 26.840 pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br /> D(0.045)S(0.075) <br /> 48 <br /> Span=8.0ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight NOT internally calculated and added <br /> Uniform Load : D= 0.0150, S = 0.0250 ksf, Tributary Width = 3.0 ft, (ROOF) <br /> DESIGN SUMMARY • <br /> Maximum Bending Stress Ratio = 0.29 1 Maximum Shear Stress Ratio = 0.140 : 1 <br /> Section used for this span 4x8 Section used for this span 4x8 <br /> fb:Actual = 375.72 psi fv:Actual = 24.23 psi <br /> F'b = 1,270.75psi F'v = 172.50 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 4.000ft Location of maximum on span = 7.416 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.048 in Ratio= 1995­360 Span: 1 :S Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.077 in Ratio= 11246-180 Span: 1 :+D+S <br /> Max Upward Total Deflection 0 in Ratio= 0<180 n/a <br /> Maximum Forces & Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Moment Values Shear a ues <br /> Segment Length Span# M V CD CM Ct CLx CE Cfu C i Cr M fb F'b V fv F'v <br /> D Only 0.0 0.00 0.0 0.0 <br /> Length=8.0 ft 1 0.142 0.067 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.36 140.9 994.5 0.15 9.1 135.0 <br /> +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=8.0 ft 1 0.296 0.140 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.96 375.7 1,270.8 0.41 24.2 172.5 <br /> +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=8.0 ft 1 0.249 0.119 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.81 317.0 1,270.8 0.35 20.4 172.5 <br /> +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=8.0 ft 1 0.048 0.023 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.22 84.5 1,768.0 0.09 5.5 240.0 <br />