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Project Title: Eco Residence <br /> Engineer: tiJ'p <br /> Project ID: 23-109 <br /> Project Descr: 1 Story SFR Remodel <br /> I Wood Beam Project File:23-109.ec6 j <br /> LIC#:KW-06016583,8uild:20.23.2 14 PITZER&ASSOCIATES (c)ENERCALC INC 19E3-2022 <br /> DESCRIPTION: R04 <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-PrIl 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.Opsi Density 32.210pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> c 5 D(0-2s5)7 r(0-425) -- - , <br /> I <br /> l <br /> eS4 4x10AN <br /> Span=6.0ft I. - <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 = 17.0 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.551: 1 Maximum Shear Stress Ratio = 0.320 : 1 <br /> Section used for this span 4x10 Section used for this span 4x10 <br /> fb:Actual = 743.51 psi fv:Actual = 72.04 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 = 3.017ft Location of maximum on span = 5.263ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.034 in Ratio= 2126>=360 Span: 1 : Lr Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.055 in Ratio= 1315>=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 dos Moment Values shear Values <br /> Segment Length Span it 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=6.0 ft 1 0.292 0.170 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.18 283.7 972.0 0.59 27.5 162.0 <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=6.0 ft 1 0.551 0.320 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.09 743.5 1,350.0 1.55 72.0 225.0 <br /> +0+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=6.0 ft 1 0.466 0.271 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.61 628.6 1,350.0 1.31 60.9 225.0 <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=6.0 ft 1 0.099 0.057 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0 Ti 170.2 1.778 0 0 36 16.5 289.0 <br />