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Wood Beam <br />EC + Associates EngineeringLic. # : KW-06019792 <br />DESCRIPTION:FB-4 (OMEGA = 2.5) CANT. BEAM <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 <br />File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 <br />Project Title:Sanchez Residence <br />Engineer:VDR <br />Project ID:24-101 <br />Project Descr:New ADU Unit <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />Trus Joist <br />Parallam PSL 2.2E <br />2,900.0 <br />2,900.0 <br />2,900.0 <br />750.0 <br />2,200.0 <br />1,118.19 <br />290.0 <br />2,025.0 45.070 <br />Analysis Method : <br />Eminbend - xx ksi <br />Wood Species : <br />Wood Grade : <br />Fb + <br />psi <br />psi <br />Fv psi <br />Fb - <br />Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />E : Modulus of Elasticity <br />Ebend- xx ksi <br />Density pcf <br />Load Combination :ASCE 7-16 <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loads <br />Load for Span Number 1 <br />Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (Int. Wall) <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft, (Floor) <br />Load for Span Number 2 <br />Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (Int. Wall) <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft, (Floor) <br />Point Load : D = 0.830, L = 0.410, E = 1.930 k @ 2.0 ft, (FB-1) <br />Point Load : D = 1.360, L = 0.650, E = 1.280 k @ 2.0 ft, (FB-2) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.578: 1 <br />Load Combination +1.146D+1.750E+0.60H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.750 ft <br />314.85 psi= <br />= <br />4,640.00 psi <br />3.5x11.25Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +1.146D+1.750E+0.60H <br />= <br />= <br />= <br />464.00 psi== <br />Section used for this span 3.5x11.25 <br />Maximum Shear Stress Ratio 0.679 : 1 <br />8.750 ft= <br />= <br />2,683.65 psi <br />Maximum Deflection <br />1747 >=360 <br />404 <br />Ratio =1410 >=240 <br />Max Downward Transient Deflection 0.087 in 552Ratio =>=360 <br />Max Upward Transient Deflection -0.060 in Ratio = <br />Max Downward Total Deflection 0.119 in Ratio =>=240 <br />Max Upward Total Deflection -0.074 in <br />fb: Actual <br />Fb: Allowable <br />fv: Actual <br />Fv: Allowable <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C i C LCCCCF/V mr td <br />Shear ValuesMax Stress Ratios <br />M CV fbM fvF'b V F'vSegment Length <br />+D+H 0.00 0.00 0.000.00 <br />1.00Length = 8.750 ft 1 0.287 0.337 0.90 1.000 1.00 1.00 1.00 4.60 748.44 2610.00 2.31 261.001.00 88.02 <br />1.00Length = 2.0 ft 2 0.287 0.337 0.90 1.000 1.00 1.00 1.00 4.60 748.44 2610.00 2.31 261.001.00 88.02 <br />1.00+D+L+H, LL Comb Run (*L)1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 8.750 ft 1 0.383 0.450 1.00 1.000 1.00 1.00 1.00 6.83 1,110.35 2900.00 3.43 290.001.00 130.58