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Project Title: Eco Residence <br /> Engineer: tip <br /> Project ID: 23-109 <br /> Project Descr: 1 Story SFR Remodel <br /> Wood Beam Project File:23-109.ec6 1 <br /> LIC#:KW-06016583,Build:20.23 2.14 PITZER&ASSOCIATES (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: R05 <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 r 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 /> • <br /> D(0.0675)l(0.1125) <br /> - y 3 -a <br /> • <br /> (j) <br /> 411141 4x10 <br /> Span=14.0 ft <br /> I <br /> Applied Loads Service loads entered. Load Factors wit 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=4.50 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.817. 1 Maximum Shear Stress Ratio = 0.243 : 1 I <br /> Section used for this span 4x10 Section used for this span 4x10 <br /> fb:Actual = 1,102.90psi fv:Actual = 54.62 psi <br /> F'b = 1,350.00psi F'v = 225.00 psi <br /> Load Combination +D+Lr Load Combination +D+Lr <br /> Location of maximum on span = 6.961 ft Location of maximum on span = 0.000 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.266 in Ratio= 632>=360 Span: 1 : Lr Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.442 in Ratio= 379>=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 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= 14.0 ft 1 0.453 0.135 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.83 440.2 972.0 0.47 21.8 162.0 <br /> +D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=14.0 ft 1 0.817 0.243 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 4.59 1,102.9 1,350.0 1.18 54.6 225.0 <br /> +D+0.750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=14.0 ft 1 0.694 0.206 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.90 937.2 1,350.0 1.00 46.4 225.0 <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=14.0 ft 1 0.153 0.045 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.10 264.1 1,728.0 0.28 13.1 288.0 <br />