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• Project Title: <br /> Max Moment Increase: 2.19% Engineer: <br /> Max Shear Increase: 1.04% Project ID: <br /> Max Reaction Increase: 1.06% Project Descr: <br /> Wood Beam Project File:230803_enercalc trib_210208_s2306010.ec6 <br /> LIC#:KW-06017385,Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c)ENERCALC INC 1983-2023 <br /> DESCRIPTION: Purlin (E-1)w/ 1/2 Lighting truss <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 <br /> Load Combination Set:ASCE 7-16 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 1,500.0 psi E:Modulus of Elasticity <br /> Load Combination:ASCE 7-16 Fb- 1,500.0 psi Ebend-xx 1,700.0 ksi <br /> Fc-Pill 1,500.0 psi Eminbend-xx 620.0 ksi <br /> Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi <br /> Wood Grade : No.1 Fv 180.0 psi <br /> Ft 675.0 psi Density 31.210pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> D(0.0l75) <br /> D(0.08i S(0.2) <br /> v §§( o <br /> () <br /> 4.0 X 16.0 <br /> Span=24.50 11 <br /> I <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight calculated and added to loading <br /> Uniform Load : D=0.010, S=0.0250 ksf, Tributary Width=8.0 ft, (ROOF) <br /> Point Load : D =0.0750 k @ 12.250 ft, (Lighting Truss) <br /> DESIGN SUMMARY xa W <br /> Maximum Bending Stress Ratio = 0 91T. 1 Maximum Shear Stress Ratio = 0.412 : 1 <br /> Section used for this span 4.0 X 16.0 Section used for this span 4.0 X 16.0 <br /> fb:Actual = 1,582.28psi fv:Actual = 85.25 psi <br /> F'b = 1,725.00psi F'v = 207.00 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 12.147ft Location of maximum on span = 0.000ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.708 in Ratio= 415>=360 Span: 1 :S Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 1.058 in Ratio= 277>=240 Span: 1 :+D+S <br /> Max Upward Total Deflection 0 in Ratio= 0<240 n/a <br /> Maximum Forces & Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Moment Values Shear Values <br /> Segment Length Span# M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v <br /> D Only 0.0 0.00 0.0 0.0 <br /> Length=24.50 ft 1 0.391 0.172 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 7.50 527.2 1,350.0 1.19 27.8 162.0 <br /> +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=24.50 ft 1 0.917 0.412 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 22.50 1,582.3 1,725.0 3.64 85.3 207.0 <br /> +D+0.7505 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=24.50 ft 1 0.764 0.342 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 18.75 1 318.5 1 725.0 3.02 70.9 207.0 <br /> 9 , <br /> +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=24.50 ft 1 0.132 0.058 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.50 316.3 2,400.0 0.71 16.7 288.0 <br /> +1.140D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> igygal <br />