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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: 1.134 <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 />Load Combination ASCE 7-16 <br />Wood Species <br />Wood Grade <br />Beam Bracing <br />iLevel Truss Joist <br />TimberStrand LSL 1.3E - Beam/Col <br />Beam is Fully Braced against lateral -torsional buckling <br />Fb + <br />Fb- <br />Fc - Prll <br />Fc - Perp <br />Fv <br />Ft <br />Span = 6.0 ft <br />1700 psi <br />1700 psi <br />1400 psi <br />680 psi <br />400 psi <br />1075 psi <br />E : Modulus of Elasticity <br />Ebend- xx 1300ksi <br />Eminbend - xx 660.75 ksi <br />Density 45.01 pcf <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 = 0.0150, L = 0.040 ksf, Tributary Width = 7.0 ft <br />Point Load : D = 1.250, L = 3.340 k @ 3.0 ft <br />DESIGN SUMMARY <br />• <br />Maximum Bending Stress Ratio = <br />0.8241 <br />Maximum Shear Stress Ratio = <br />0.295 : 1 <br />Section used for this span <br />3.5x11.25 <br />Section used for this span <br />3.5x11.25 <br />fb: Actual = <br />1,400.69psi <br />fv: Actual = <br />117.94 psi <br />Fb: Allowable = <br />1,700.00psi <br />Fv: Allowable = <br />400.00 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 <br />0.064 in <br />Ratio = <br />1132 > 360 <br />Span: 1 : L Only <br />Max Upward Transient Deflection <br />0 in <br />Ratio = <br />0 <360 <br />n/a <br />Max Downward Total Deflection <br />0.087 in <br />Ratio = <br />823 -180 <br />Span: 1 : +D+L <br />Max Upward Total Deflection <br />0 in <br />Ratio = <br />0 <180 <br />n/a <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination <br />iwax <br />stress Katios <br />moment values <br />snear values <br />Segment Length <br />Span # <br />M <br />V <br />Cd CFN <br />Ci <br />Cr <br />Cm <br />C t <br />CL <br />M <br />fb <br />F'b <br />V <br />fv <br />F'v <br />D Only <br />0.00 <br />0.00 <br />0.00 <br />0.0C <br />Length = 6.0 ft <br />1 <br />0.249 <br />0.089 <br />0.90 1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />2.35 <br />381.56 <br />1530.00 <br />0.84 <br />32.13 <br />360.00 <br />+D+L <br />1.000 <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 />0.0C <br />Length = 6.0 ft <br />1 <br />0.824 <br />0.295 <br />1.00 1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />8.62 <br />1,400.69 <br />1700.00 <br />3.10 <br />117.94 <br />400.00 <br />+D+0.750L <br />1.000 <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 />0.0C <br />Length = 6.0 ft <br />1 <br />0.539 <br />0.193 <br />1.25 1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />7.05 <br />1,145.90 <br />2125.00 <br />2.53 <br />96.49 <br />500.00 <br />+0.60D <br />1.000 <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 />0.0C <br />Length = 6.0 ft <br />1 <br />0.084 <br />0.030 <br />1.60 1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.41 <br />228.94 <br />2720.00 <br />0.51 <br />19.28 <br />640.00 <br />Overall Maximum Deflections <br />Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span <br />+D+L 1 0.0874 3.022 0.0000 0.000 <br />Page 23 of 52 <br />