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H� HAREZLAK <br />■ ENGINEERING <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />Wood Beam Project File: Moon RES.ec6 <br />DESCRIPTION: 1.133 <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 : <br />Allowable Stress Design <br />Fb + <br />Load Combination <br />ASCE 7-16 <br />Fb - <br />Fc - Prll <br />Wood Species <br />Hem -Fir <br />Fc - Perp <br />Wood Grade <br />No.2 <br />Fv <br />Ft <br />Beam Bracing <br />Beam is Fully Braced against lateral -torsional buckling <br />1 <br />4x8 <br />Span = 6.0 ft <br />850.0 psi <br />850.0 psi <br />1,300.0 psi <br />405.0 psi <br />150.0 psi <br />525.0 psi <br />E : Modulus of Elasticity <br />Ebend-xx 1,300.0ksi <br />Eminbend - xx 470.0 ksi <br />Density 26.840 pcf <br />Applied Loads <br />Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated <br />and added <br />Uniform Load : D = 0.0150, L = <br />0.060 ksf, Tributary Width <br />= 3.0 ft <br />DESIGN SUMMARY <br />• <br />Maximum Bending Stress Ratio <br />= 0.448 1 <br />Maximum Shear Stress Ratio = <br />0.267 : 1 <br />Section used for this span <br />4x8 <br />Section used for this span <br />4x8 <br />fb: Actual <br />= 396.26psi <br />fv: Actual = <br />32.04 psi <br />Fb: Allowable <br />= 884.00psi <br />Fv: Allowable = <br />120.00 psi <br />Load Combination <br />+D+L <br />Load Combination <br />+D+L <br />Location of maximum on span <br />= 3.000ft <br />Location of maximum on span = <br />0.000 ft <br />Span # where maximum occurs <br />= Span # 1 <br />Span # where maximum occurs = <br />Span # 1 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.038 in Ratio = <br />1872 > 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 />0.048 in Ratio = <br />1497 -180 Span: 1 : +D+L <br />Max Upward Total Deflection <br />0 in Ratio = <br />0 <180 n/a <br />Maximum Forces & Stresses <br />for Load Combinations <br />Load Combination Max Stress <br />Ratios <br />Moment Values <br />Shear Values <br />Segment Length Span # M <br />V Cd CFy Ci Cr <br />Cm C t CL M fb F'b <br />V fv F'v <br />D Only <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />Length = 6.0 ft <br />1 <br />0.100 <br />0.059 <br />0.90 1.300 <br />0.80 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />0.20 <br />79.25 <br />795.60 <br />0.11 <br />6.41 <br />108.00 <br />+D+L <br />1.300 <br />0.80 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />Length = 6.0 ft <br />1 <br />0.448 <br />0.267 <br />1.00 1.300 <br />0.80 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.01 <br />396.26 <br />884.00 <br />0.54 <br />32.04 <br />120.00 <br />+D+0.750L <br />1.300 <br />0.80 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />Length = 6.0 ft <br />1 <br />0.287 <br />0.171 <br />1.25 1.300 <br />0.80 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />0.81 <br />317.01 <br />1105.00 <br />0.43 <br />25.63 <br />150.00 <br />+0.60D <br />1.300 <br />0.80 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />Length = 6.0 ft <br />1 <br />0.034 <br />0.020 <br />1.60 1.300 <br />0.80 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />0.12 <br />47.55 <br />1414.40 <br />0.07 <br />3.84 <br />192.00 <br />Overall Maximum Deflections <br />Load Combination <br />Span <br />Max. "-" Defl Location in Span <br />Load Combination <br />Max. <br />"+" Defl Location in Span <br />+D+L <br />1 <br />0.0481 <br />3.022 <br />0.0000 <br />0.000 <br />Page 22 of 52 <br />