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Project Title: Eco Residence <br /> Engineer: yp <br /> Project ID: 23-109 <br /> Project Descr: 1 Story SFR Remodel <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: R02 <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+ 900.0 psi E:Modulus of Elasticity <br /> Load Combination IBC 2018 Fb- 900.0 psi Ebend-xx 1,600.0ksi <br /> Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi <br /> Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi <br /> Wood Grade : No.2 Fv 180.0 psi <br /> Ft 575.0 psi Density 32 210pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> D(0.18)Lr(0.3) <br /> 6x10 <br /> r <br /> Span=10.50 ft <br /> _ . <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 = 12.0 ft <br /> DESIGN SUMMARY _ Design OK <br /> ;Maximum Bending Stress Ratio = 0.874 1 Maximum Shear Stress Ratio = 0.282 : 1 <br /> Section used for this span 6x10 Section used for this span 6x10 <br /> fb:Actual = 982.85psi fv:Actual = 63.34 psi <br /> F'b = 1,125.00psi F'v = 225.00 psi ' <br /> Load Combination +D+Lr Load Combination +D+Lr <br /> Location of maximum on span = 5.221 ft Location of maximum on span = 9.737 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.132 in Ratio= 956>=360 Span: 1 :Lr Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 nla <br /> Max Downward Total Deflection 0.216 in Ratio= 583>=180 Span: 1 :+D+Lr <br /> Max Upward Total Deflection 0 in Ratio= 0<180 nla <br /> Maximum Forces& Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Moment Values Shear Values <br /> Segment Length Span# M V co CM et CIA CF Cfu C i Cr M fb F'b V fv F'v <br /> D Only 0.0 0.00 0.0 0.0 <br /> Length=10.50 ft 1 0.473 0.152 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.64 383.2 810.0 0.86 24.7 162.0 <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= 10.50 ft 1 0.874 0.282 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 6.78 982.8 1,125.0 2.21 63.3 225.0 <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= 10.50 ft 1 0.740 0.239 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.74 832.9 1,125.0 1.87 53.7 225.0 <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= 10.50 ft 1 0.160 0.051 1.60 1.00 1.00 1.00 1 000 1.00 1.00 1 00 1 58 229.9 1,440.0 0.52 14.8 288.0 <br />