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Project Title: Eco Residence <br /> Engineer: t'p <br /> Project ID: 23-109 <br /> Project Descr: 1 Story SFR Remodel <br /> 1 <br /> Wood Beam Project File:23-109.ec6 <br /> LIC# KW-06016583,Build:20.23.2.14 PITZER&ASSOCIATES (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: MO1 <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 <br /> Load Combination Set : IBC 2018 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 850 psi E:Modulus of Elasticity <br /> Load Combination IBC 2018 Fb- 850 psi Ebend-xx 1300ksi <br /> Fc-Prll 1300 psi Eminbend-xx 470ksi <br /> Wood Species : Hem-Fir Fc-Perp 405 psi <br /> Wood Grade : No.2 Fv 150 psi <br /> Ft 525 psi Density 26.84pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> 0.0133 J` 0.0532) - <br /> __ ,> <br /> I <br /> 406) 2x10 <br /> A <br /> Span=12.50ft <br /> j' <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, L=0.040 ksf, Tributary Width= 1.330 ft <br /> DESIGN SUMMARY Desi n OK <br /> Maximum Bending Stress Ratio = 0.810 1 Maximum Shear Stress Ratio = 0.273 : 1 <br /> Section used for this span 2x10 Section used for this span 2x10 <br /> fb:Actual = 756.95psi fv:Actual = 40.94 psi <br /> F'b = 935.00psi F'v = 150.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 6.215ft Location of maximum on span = 11.732ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.229 in Ratio= 654>=360 Span:1 :L Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.298 in Ratio= 503>=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 10loment Values Shear Values <br /> Segment Length Span# M V CO 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=12.50 ft 1 0.207 0.070 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.31 174.1 841.5 0.09 9.4 135.0 <br /> +D+L 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=12.50 ft 1 0.810 0.273 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.35 756.9 935.0 0.38 40.9 150.0 <br /> +D+0.750L 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length= 12.50 ft 1 0.523 0.176 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.09 611.2 1,168.8 0.31 33.1 187.5 <br /> +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=12.50 ft 1 0.070 0.024 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.19 104.4 1,496.0 0.05 5.6 240.0 <br />