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• Project Title: • [ IE 0 V IE <br />Engineer. <br />Project ID: <br />Project Descr: MAR 14 M4 <br />CITY 0r' v c.:: RETT <br />Wood Beam Project File: 230104_Pratt Duplex eneRWj;lj1Jjt1&&LV= 13.ec6 <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 />Analysis Method : Allowable Stress Design <br />Fb + <br />2,900.0 psi <br />E : Modulus of Elasticity <br />Load Combination: ASCE 7-16 <br />Fb - <br />2,900.0 psi <br />Ebend- xx 2,200.Oksi <br />Fc - Prll <br />2,900.0 psi <br />Eminbend - xx 1,118.19ksi <br />Wood Species iLevel Truss Joist <br />Fe - Perp <br />750.0 psi <br />Wood Grade Parallam PSL 2.2E <br />Fv <br />290.0 psi <br />Ft <br />2,025.0 psi <br />Density 45.070pcf <br />Beam Bracing Beam is Fully Braced against lateral -torsional buckling <br />o o.oe <br />D(0.06) S(0.075) <br />b <br />D(0.156) <br />Q0.52) <br />5.25x14.0 <br />Span = 16.250 ft <br />Applied Loads 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 = 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 />Maximum Bending Stress Ratio = <br />0.65a 1 <br />Maximum Shear Stress Ratio <br />= <br />0.467 : 1 <br />Section used for this span <br />5.25x14.0 <br />Section <br />used for this span <br />5.25x14.0 <br />fb: Actual = <br />1,884.60psi <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 # <br />where maximum occurs <br />= <br />Span # 1 <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.311 in Ratio = <br />627 >=360 <br />Span: 1 : L Only <br />Max Upward Transient Deflection <br />0 in Ratio = <br /><360 <br />n/a <br />Max Downward Total Deflection <br />0.487 in Ratio = <br />400 > 240 <br />Span: 1 : +D+L <br />Max Upward Total Deflection <br />0 in Ratio = <br /><240 <br />n/a <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination max Stress a ios <br />omen a ues <br />ear a ues <br />Segment Length Span # M V <br />Cd C FN C i Cr <br />C m C t <br />C L M fb <br />F'b <br />V <br />fv F'v <br />D Only <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 16,250 ft 1 0.262 0.188 <br />0.90 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 9.77 683.63 <br />2610.00 <br />2.41 <br />49.08 261.00 <br />+D+L <br />1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 16.250 ft 1 0.650 0.467 <br />1.00 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 26.93 1,884.60 <br />2900.00 <br />6.63 <br />135.31 290.00 <br />+D+S <br />1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 16.250 ft 1 0.257 0.184 <br />1.15 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 12.25 856.85 <br />3335.00 <br />3.01 <br />61.52 333.50 <br />+D+0.750L <br />1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 16.250 ft 1 0.437 0.314 <br />1.25 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 22.64 1,584.36 <br />3625.00 <br />5.57 <br />113.75 362.50 <br />+D+0.750L+0.750S <br />1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 16.250 ft 1 0.514 0.369 <br />1.15 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 24.50 1,714.27 <br />3335.00 <br />6.03 <br />123.08 333.50 <br />+0.60D <br />1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />