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Wood Beam <br />LIC# : KW-06017148, Build:20.24.10.30 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:B2 Overstrength <br />Project File: 25-181.ec6 <br />Project Title: <br />Engineer: <br />CODE REFERENCES <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />iLevel Truss Joist <br />Parallam PSL 2.0E <br />2,900.0 <br />2,900.0 <br />2,900.0 <br />750.0 <br />2,000.0 <br />1,016.54 <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 NOT internally calculated and added <br />Load for Span Number 1 <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 3.330 -->> 14.080 ft, Tributary Width = 7.0->0.0 ft, (ROOF) <br />Uniform Load : D = 0.0160 ksf, Extent = 3.330 -->> 14.080 ft, Tributary Width = 8.0 ft, (WALL) <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 14.080 ft, Tributary Width = 5.410 ft, (FLOOR) <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 3.330 ft, Tributary Width = 0.670 ft, (FLOOR) <br />Point Load : D = 1.350, L = 3.60 k @ 3.580 ft, (B1) <br />Point Load : D = 1.067, Lr = 1.423 k @ 3.580 ft, (B1 ROOF) <br />Point Load : E = 0.80 k @ 3.670 ft, (Y2) <br />Point Load : E = -0.80 k @ 6.167 ft, (Y2) <br />Point Load : E = 0.80 k @ 10.667 ft, (Y2) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.622: 1 <br />Load Combination <br />+D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.060 ft <br />129.49 psi= <br />= <br />2,903.37 psi <br />7x11.875Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination <br />+D+L <br />= <br />= <br />= <br />290.00 psi== <br />Section used for this span 7x11.875 <br />Maximum Shear Stress Ratio 0.447 : 1 <br />0.000 ft= <br />= <br />1,806.35 psi <br />Maximum Deflection <br />730 <br />>=360 <br />386 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.231 in <br />9894 <br />Ratio =>=360 <br />Max Upward Transient Deflection -0.017 in Ratio = <br />Max Downward Total Deflection 0.437 in Ratio =>=240 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : L Only <br />Span: 1 : E Only * -1.0 <br />Span: 1 : +D+0.750Lr+0.750L <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span #C iCLx CCCMCF rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />D Only 0.0 0.00 0.00.0 <br />38