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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 <br /> LIC#:KW-06016583,Build:20.23.2.14 PITZER&ASSOCIATES (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: R07 <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 580.0 ksi <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(0.0675)D-(0.1125)' o <br /> i <br /> i <br /> 1 <br /> 4x10 A <br /> ( <br /> Span=7.50ft <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=4.50 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.234 1 Maximum Shear Stress Ratio = 0.116 : 1 ' <br /> Section used for this span 4x10 Section used for this span 4x10 <br /> fb:Actual = 316.52 psi fv:Actual = 25.99 psi <br /> F'b = 1,350.00psi F'v = 225.00psi <br /> Load Combination +D+Lr Load Combination +D+Lr <br /> Location of maximum on span = 3.729ft Location of maximum on span = 0.000ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection . <br /> Max Downward Transient Deflection 0.022 in Ratio= 4113>=360 Span: 1 : Lr Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a I <br /> Max Downward Total Deflection 0.036 in Ratio= 2471>=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=7.50 ft 1 0.130 0.064 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.53 126.3 972.0 0.22 10.4 162.0 <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=7.50 ft 1 0.234 0.116 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.32 316.5 1,350.0 0.56 26.0 225.0 <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=7.50 ft 1 0.199 0.098 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.12 269.0 1,350.0 0.48 22.1 225.0 <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=7.50 ft 1 0.044 0.022 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0 32 75 9 1,728.0 0.13 6.2 200.0 <br />