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• Project Title: CE 9 V <br />Engineer: E <br />Project ID: <br />Project Descr: <br />MAR 14 2024 <br />Wood Beam Project File: 230104_Pratt DtI}cjeYerW"tr_ Ap2p8j5MU5013.ec6 <br />LIC# : KW-06017385, Build:20.22.2.2 SOUND STRUCTURAL SOLUTIONS Pei initSeNNAICeiSING 1983-2022 <br />DESCRIPTION: Copy of *1-18 <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 />_ <br />Analysis Method : Allowable Stress Design <br />Fb + <br />Load Combination: ASCE 7-16 <br />Fb - <br />Fc - Prll <br />Wood Species iLevel Truss Joist <br />Fc - Perp <br />Wood Grade Parallam PSL 2.2E <br />Fv <br />Ft <br />Beam Bracing Beam is Fully Braced against lateral -torsional buckling <br />D(0 08) <br />2,900.0 psi <br />E : Modulus of Elasticity <br />2,900.0 psi <br />Ebend- xx 2,200.0 ksi <br />2,900.0 psi <br />Eminbend - xx 1,118.19ksi <br />750.0 psi <br />290.0 psi <br />2,025.0 psi <br />Density 45.070pcf <br />5.25x14.0 <br />Span = 16.250 ft <br />Applied Loads <br />Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 13.0 ft, (FLOOR) <br />Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width <br />= 3.0 ft, (HIP ROOF (WHERE APPLICABLE)) <br />Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) <br />DESIGN SUMMARY <br />'= <br />• <br />Maximum Bending Stress Ratio = <br />O.65:k 1 <br />Maximum Shear Stress Ratio <br />= <br />0.467 : 1 <br />Section used for this span <br />5.25x14.0 <br />Section used for this span <br />5.25x14.0 <br />fb: Actual = <br />1,884.60 psi <br />fv: Actual <br />= <br />135.31 psi <br />Fb: Allowable = <br />2,900.00psi <br />Fv: Allowable <br />= <br />290.00 psi <br />Load Combination <br />+D+L <br />Load Combination <br />+D+L <br />Location of maximum on span = <br />8.098ft <br />Location of maximum on span <br />= <br />0.000 ft <br />Span # where maximum occurs = <br />Span # 1 <br />Span # where maximum occurs <br />= <br />Span # 1 <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.311 in Ratio = <br />627 > 360 Span: 1 : L Only <br />Max Upward Transient Deflection <br />0 in Ratio = <br />0 <360 n/a <br />Max Downward Total Deflection <br />0.487 in Ratio = <br />400 >=240 Span: 1 : +D+L <br />Max Upward Total Deflection <br />0 in Ratio = <br />0 <240 n/a <br />Maximum Forces 8• Stresses for Load Combinations <br />Load Combination max ress a ios <br />Moment Values <br />Shear a ues <br />Segment Length -Span # M V <br />Cd CF/y Ci Cr <br />Cm C t CL M fb <br />F'b V <br />fv F'v <br />D Only <br />0.00 0.00 <br />0.00 0.0G <br />Length = 16.250 ft 1 0.262 0.188 <br />0.90 1.000 1.00 1.00 <br />1.00 1.00 1.00 9.77 683.63 <br />2610.00 2.41 <br />49.08 261.00 <br />+D+L <br />1.000 1.00 1.00 <br />1.00 1.00 1.00 <br />0.00 0.00 <br />0.00 0.0C <br />Length = 16.250 ft 1 0.650 0.467 <br />1.00 1.000 1.00 1.00 <br />1.00 1.00 1.00 26.93 1,884.60 <br />2900.00 6.63 <br />135.31 290.00 <br />+D+S <br />1.000 1.00 1.00 <br />1.00 1.00 1.00 <br />0.00 0.00 <br />0.00 0.0C <br />Length = 16.250 ft 1 0.257 0.184 <br />1.15 1.000 1.00 1.00 <br />1.00 1.00 1.00 12.25 856,85 <br />3335.00 3.01 <br />61.52 333.5C <br />+D+0.750L <br />1.000 1.00 1.00 <br />1.00 1.00 1.00 <br />0.00 0.00 <br />0.00 0.0c <br />Length = 16.250 ft 1 0.437 0.314 <br />1.25 1.000 1.00 1.00 <br />1.00 1.00 1.00 22.64 1,584.36 <br />3625.00 5.57 <br />113.75 362.5C <br />+D+0.750L+0.750S <br />1.000 1.00 1.00 <br />1.00 1.00 1.00 <br />0.00 0.00 <br />0.00 0.0G <br />Length = 16.250 ft 1 0.514 0.369 <br />1.15 1.000 1.00 1.00 <br />1.00 1.00 1.00 24.50 1,714.27 <br />3335.00 6.03 <br />123.08 333.5C <br />+0.60D <br />1.000 1.00 1.00 <br />1.00 1.00 1.00 <br />0.00 0.00 <br />0.00 0.0C <br />