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Project Title: Eco Residence <br /> Engineer: tjJ"p <br /> Project ID: 23-109 <br /> Project Descr: 1 Story SFR Remodel <br /> Wood Beam Project File:23-109.ec6 1 <br /> UC#:KW-06016583,Buitd:20.23.2 14 PITZER&ASS6CIATES (c)ENERCALC INC 1983-2022, <br /> DESCRIPTION: R06 <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+ 2400 psi E:Modulus of Elasticity <br /> Load Combination IBC 2018 Fb- 1650 psi Ebend-xx 1700ksi <br /> Fc-PrIl 1350 psi Eminbend-xx 900ksi <br /> Wood Species SP/SP Fc-Perp 650 psi Ebend-yy 1500ksi <br /> Wood Grade : 24F-V4 Fv 210 psi Eminbend-yy 790 ksi <br /> Ft 975 psi Density 34.33pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> ^--_ __ a D(0.1875)dLr(0 3125)___ <br /> I <br /> _/. ` l <br /> 3.5x i 0.5 <br /> Span=12.0tt <br /> I. 11 <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=0.0150, Lr=0.0250 ksf, Tributary Width= 12.50 ft <br /> DESIGN SUMMARY i Design OK <br /> Maximum Bending Stress Ratio = 0.570 1 Maximum Shear Stress Ratio = 0.406 : 1 <br /> Section used for this span 3.5x10.5 Section used for this span 3.5x10.5 . <br /> fb:Actual = 1,708.67psi fv:Actual = 106.50 psi • <br /> F'b = 3,000.00psi F'v = 262.50 psi <br /> Load Combination +D+Lr Load Combination +D+Lr <br /> Location of maximum on span = 6.034ft Location of maximum on span = 11.128 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.256 in Ratio= 561>=360 Span: 1 :Lr Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.417 in Ratio= 345>=180 Span: 1 :+D+Lr <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 CM Ct CLx Cv 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= 12.0 ft 1 0.305 0.217 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.53 659.1 2,160.0 1.01 41.1 189.0 <br /> +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=12.0 ft 1 0.570 0.406 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 9.16 1,708.7 3,000.0 2.61 106.5 262.5 <br /> +D+0.750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=12.0 ft 1 0.482 0.343 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 7.75 1,446.3 3,000.0 2.21 90.1 262.5 <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= 12.0 ft 1 0.103 0.073 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1 00 2 12 395.5 3,840.0 0.60 24.6 336.0 <br />