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• • Project Title: 410 <br /> Long span beams Engineer: <br /> supporting exterior Project De <br /> Pp 9 Project Descr: <br /> landings <br /> Wood Beam File:2023-01-11 Beam Checks.ec6 <br /> Software copyright ENERCALC,INC.1983-2020,Buid:12.20.5.17 <br /> Lic.#:KW-06006102 DIBBLE ENGINEERS INC. <br /> DESCRIPTION: PT Beam <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+ 1,000.0 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-16 Fb- 1,000.0 psi Ebend-xx 1,300.Oksi <br /> Fc-Prll 1,000.0 psi Eminbend-xx 1,300.0 ksi <br /> Wood Species : Fc-Perp 1,000.0 psi <br /> Wood Grade Fv 65.0 psi <br /> Ft 65.0 psi Density 34.0 pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> D(0.12 L(0.3) <br /> i c <br /> r <br /> 6x12 <br /> Span=8.Oft T <br /> w <br /> Applied Loads s Service loads entered. Load Factors will be applied for calculations. <br /> Uniform Load: D=0.040, L=0.10 ksf, Tributary Width=3.0 ft,(Exterior Landing Load) <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.33a 1 Maximum Shear Stress Ratio = 0.470 : 1 <br /> Section used for this span 6x12 Section used for this span 6x12 <br /> = 332.59 psi = 30.54 psi <br /> = 1,000.00psi = 65.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 4.000ft Location of maximum on span = 7.066ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.031 in Ratio= 3128>=360 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 0.043 in Ratio= 2234>=240 <br /> Max Upward Total Deflection 0.000 in Ratio= 0<240 <br /> Vertical Reactions Support notation:Far left is#1 Values in KIPS <br /> Load Combination Support 1 Support 2 <br /> Overall MAXimum 1.680 1.680 <br /> Overall MINimum 1.200 1.200 <br /> D Only 0.480 0.480 <br /> +D+L 1.680 1.680 <br /> +D+0.750L 1.380 1.380 <br /> +0.60D 0.288 0.288 <br /> L Only 1.200 1.200 <br />