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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: 2.137 <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 />4Xs <br />Span = 3.0 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 />0.040 ksf, Tributary Width <br />= 15.0 ft <br />DESIGN SUMMARY <br />• <br />Maximum Bending Stress Ratio <br />= 0.329 1 <br />Maximum Shear Stress Ratio = <br />0.292 : 1 <br />Section used for this span <br />4x8 <br />Section used for this span <br />4x8 <br />fb: Actual <br />= 363.24psi <br />fv: Actual = <br />43.78 psi <br />Fb: Allowable <br />= 1,105.00psi <br />Fv: Allowable = <br />150.00 psi <br />Load Combination <br />+D+L <br />Load Combination <br />+D+L <br />Location of maximum on span <br />= 1.500ft <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 0.008 in Ratio = <br />4729> 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 />0.010 in Ratio = <br />3439 -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 = 3.0 ft <br />1 <br />0.100 <br />0.088 <br />0.90 1.300 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />0.25 <br />99.07 <br />994.50 <br />0.20 <br />11.94 <br />135.00 <br />+D+L <br />1.300 <br />1.00 <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 = 3.0 ft <br />1 <br />0.329 <br />0.292 <br />1.00 1.300 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />0.93 <br />363.24 <br />1105.00 <br />0.74 <br />43.78 <br />150.00 <br />+D+0.750L <br />1.300 <br />1.00 <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 = 3.0 ft <br />1 <br />0.215 <br />0.191 <br />1.25 1.300 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />0.76 <br />297.20 <br />1381.25 <br />0.61 <br />35.82 <br />187.50 <br />+0.60D <br />1.300 <br />1.00 <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 = 3.0 ft <br />1 <br />0.034 <br />0.030 <br />1.60 1.300 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />0.15 <br />59.44 <br />1768.00 <br />0.12 <br />7.16 <br />240.00 <br />Overall Maximum Deflections <br />Load Combination <br />Span <br />Max. "-" Defl Location in Span <br />Load Combination <br />Max. <br />"+" Defl Location <br />in <br />Span <br />+D+L <br />1 <br />0.0105 <br />1.511 <br />0.0000 <br />0.000 <br />Page 18 of 52 <br />