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Wood Beam <br />EC + Associates EngineeringLic. # : KW-06019792 <br />DESCRIPTION:FB-1 (OMEGA = 2.5) <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 />Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 1.333 ft, (Roof + Ceiling) <br />Uniform Load : D = 0.0160 ksf, Tributary Width = 12.0 ft, (Ext. Wall) <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.0 ft, (Floor) <br />Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 1.50 ft, (Low Roof + Ceiling) <br />Point Load : E = 2.210 k @ 5.250 ft, (Y1 (+)) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.114: 1 <br />Load Combination +1.146D+1.750E+0.60H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.533 ft <br />32.77 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 +D+L+H <br />= <br />= <br />= <br />290.00 psi== <br />Section used for this span 3.5x11.25 <br />Maximum Shear Stress Ratio 0.113 : 1 <br />0.000 ft= <br />= <br />527.60 psi <br />Maximum Deflection <br />0 <360 <br />4545 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.007 in 10134Ratio =>=360 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.016 in Ratio =>=240 <br />Max Upward Total Deflection 0.000 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 = 6.0 ft 1 0.078 0.084 0.90 1.000 1.00 1.00 1.00 1.25 202.47 2610.00 0.58 261.001.00 21.94 <br />1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.0 ft 1 0.104 0.113 1.00 1.000 1.00 1.00 1.00 1.86 302.43 2900.00 0.86 290.001.00 32.77 <br />1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.0 ft 1 0.056 0.061 1.25 1.000 1.00 1.00 1.00 1.25 202.47 3625.00 0.58 362.501.00 21.94 <br />1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.0 ft 1 0.061 0.066 1.15 1.000 1.00 1.00 1.00 1.25 202.47 3335.00 0.58 333.501.00 21.94 <br />1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00