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Project Title: <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Wood Beam Project File:rafdal calcs.ec6 <br /> `LIC#:KW-06016450,Build:20.22.5.16 QUANTUM CONSULTING ENGINEERS (c)ENERCALC INC 1983-202; <br /> DESCRIPTION: B1 - Second Floor Beam, 18'-0" <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+ 2,400.0 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi <br /> Fc-PrIl 1,650.0 psi Eminbend-xx 950.0ksi <br /> Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi <br /> Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi <br /> Ft 1,100.0 psi Density 31.210pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> D(0.08) <br /> - D(0.126)L(0.42) 0 <br /> 5.125x13.5 <br /> Span=18.0 ft <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 = 0.0120, L=0.040 ksf, Tributary Width= 10.50 ft, (Floor) <br /> Uniform Load : D = 0.080 , Tributary Width = 1.0 ft, (Wall) <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.814: 1 Maximum Shear Stress Ratio = 0.404 : 1 <br /> Section used for this span 5.125x13.5 Section used for this span 5.125x13.5 <br /> fb:Actual = 1,954.34 psi fv:Actual = 106.99 psi <br /> Fb:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 9.000ft Location of maximum on span = 16.883ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.528 in Ratio= 409>=360 Span: 1 : L Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.786 in Ratio= 274>=180 Span: 1 :+D+L <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 Values <br /> Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v <br /> D Only 0.00 0.00 0.00 0.00 <br /> Length= 18.0 ft 1 0.298 0.148 0.90 1.000 1.00 1.00 1.00 1.00 1.00 8.34 643.12 2160.00 1.62 35.21 238.50 <br /> +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length= 18.0 ft 1 0.814 0.404 1.00 1.000 1.00 1.00 1.00 1.00 1.00 25.35 1,954.34 2400.00 4.93 106.99 265.00 <br /> +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length= 18.0 ft 1 0.542 0.269 1.25 1.000 1.00 1.00 1.00 1.00 1.00 21.10 1,626.54 3000.00 4.11 89.04 331.25 <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= 18.0 ft 1 0.100 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.01 385.87 3840.00 0.97 21.12 424.00 <br /> Overall Maximum Deflections <br /> Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> +D+L 1 0.7863 9.066 0.0000 0.000 <br />