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Wood Beam <br />LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:B11. <br />Project File: 24-181.ec6 <br />Project Title:Engineer: <br />CODE REFERENCES <br />Calculations per NDS 2024, IBC 2024, ASCE 7-22 <br />Load Combination Set : ASCE 7-22 <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 7-22 <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 = 1.750 -->> 18.410 ft, Tributary Width = 2.0 ft, (ROOF) <br />Uniform Load : D = 0.0160 ksf, Extent = 1.750 -->> 11.410 ft, Tributary Width = 8.0->10.660 ft, (WALL) <br />Uniform Load : D = 0.0160 ksf, Extent = 11.410 -->> 18.410 ft, Tributary Width = 10.660->9.750 ft, (WALL) <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 1.750 -->> 18.410 ft, Tributary Width = 0.750 ft, (LOW ROOF) <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 1.750 -->> 18.410 ft, Tributary Width = 7.830 ft, (FLOOR) <br />Point Load : D = 2.560, Lr = 1.932, L = 0.2160 k @ 2.0 ft, (B12) <br />Point Load : D = 0.02150, Lr = 0.02857 k @ 2.0 ft, (HB1) <br />Load for Span Number 2 <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF) <br />Uniform Load : D = 0.0160 ksf, Extent = 0.0 -->> 3.830 ft, Tributary Width = 9.750->8.0 ft, (WALL) <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) <br />Point Load : D = 1.350, L = 3.60 k @ 3.580 ft, (B1) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.345: 1 <br />Load Combination +D+L+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 7.199 ft <br />78.51 psi= <br />= <br />2,903.37 psi <br />10.50 X 11.875Section 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 10.50 X 11.875 <br />Maximum Shear Stress Ratio 0.271 : 1 <br />17.484 ft= <br />= <br />1,001.95 psi <br />Maximum Deflection <br />1706 >=360 <br />525Ratio =538 >=240 <br />Max Downward Transient Deflection 0.118 in 1878Ratio =>=360 <br />Max Upward Transient Deflection -0.054 in Ratio = <br />Max Downward Total Deflection 0.421 in Ratio =>=240 <br />Max Upward Total Deflection -0.170 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 2 : L Only <br />Span: 2 : Lr Only <br />Span: 1 : +D+0.750Lr+0.750L+H <br />Span: 2 : +D+Lr+H <br />. <br />57