Laserfiche WebLink
Wood Beam <br />EC + Associates EngineeringLic. # : KW-06019792 <br />DESCRIPTION:FB-3 (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 = 0.0150, L = 0.020 ksf, Tributary Width = 8.250 ft, (Roof + Ceiling) <br />Uniform Load : D = 0.0160 ksf, Tributary Width = 8.0 ft, (Ext. Wall) <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft, (Floor) <br />Point Load : E = -1.470 k @ 3.250 ft, (X1 (-)) <br />Load for Span Number 2 <br />Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 8.250 ft, (Roof + Ceiling) <br />Uniform Load : D = 0.0160 ksf, Tributary Width = 8.0 ft, (Ext. Wall) <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft, (Floor) <br />Point Load : E = 1.470 k @ 2.0 ft, (X1 (+)) <br />Point Load : D = 1.310, L = 0.580, E = 0.940 k @ 2.0 ft, (FB-2) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.423: 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 />231.14 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 0.498 : 1 <br />8.750 ft= <br />= <br />1,964.74 psi <br />Maximum Deflection <br />1316 >=360 <br />638 <br />Ratio =2144 >=240 <br />Max Downward Transient Deflection 0.088 in 544Ratio =>=360 <br />Max Upward Transient Deflection -0.080 in Ratio = <br />Max Downward Total Deflection 0.075 in Ratio =>=240 <br />Max Upward Total Deflection -0.049 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 0.199 0.236 0.90 1.000 1.00 1.00 1.00 3.19 518.20 2610.00 1.61 261.001.00 61.51