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• • Project Title: <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Wood Beam Project File:cms everett.ec6 <br /> LIC#:KW-06014122,Build:20.23.04.05 PCS STRUCTURAL SOLUTIONS (c)ENERCALC INC 1983-2023 <br /> DESCRIPTION: Roof Top Unit Platform <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+ 900 psi E:Modulus of Elasticity <br /> Load Combination IBC 2021 Fb- 900 psi Ebend-xx 1600 ksi <br /> Fc-PrIl 1350 psi Eminbend-xx 580 ksi <br /> Wood Species : Douglas Fir-Larch Fc-Perp 625 psi <br /> Wood Grade : No.2 Fv 180 psi <br /> Ft 575 psi Density 31.21 pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> Dt0.1) <br /> D(0.02)S(0.05) <br /> 2x8 <br /> Span=8.0ft <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 = 2.0 ft <br /> Point Load : D = 0.10 k @ 4.0 ft, (Mechanical Unit) <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.573 1 Maximum Shear Stress Ratio = 0.198 : 1 <br /> Section used for this span 2x8 Section used for this span 2x8 <br /> fb:Actual = 711.25 psi fv:Actual = 40.99 psi <br /> F'b = 1,242.00 psi F'v = 207.00 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 0.061 in Ratio= 1578>=360 Span: 1 : S Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.112 in Ratio= 854>=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 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 0.356 0.108 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.38 346.0 972.0 0.13 17.4 162.0 <br /> +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=8.0 ft 1 0.573 0.198 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.78 711.3 1,242.0 0.30 41.0 207.0 <br /> +D+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=8.0 ft 1 0.499 0.170 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.68 619.9 1,242.0 0.25 35.1 207.0 <br /> +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=8.0 ft 1 0.120 0.036 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.23 207.6 1,728.0 0.08 10.5 288.0 <br />