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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: 2.133 <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 : Allowable Stress Design Fb + <br />Load Combination ASCE 7-16 Fb - <br />Fc - Prll <br />Wood Species iLevel Truss Joist Fc - Perp <br />Wood Grade TimberStrand LSL 1.3E - Beam/Col Fv <br />Ft <br />Beam Bracing Beam is Fully Braced against lateral -torsional buckling <br />D(0.06) S(0.1 <br />3.5x 11.25 <br />Span =16.0ft <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 <br />Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Uniform Load : D = 0.0150, S <br />= 0.0250 ksf, Tributary Width <br />= 4.0 ft <br />DESIGN SUMMARY <br />• <br />Maximum Bending Stress Ratio <br />= 0.426 1 <br />Maximum Shear Stress Ratio = <br />0.094 : 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 />= 832.20psi <br />fv: Actual = <br />43.07 psi <br />Fb: Allowable <br />= 1,955.00psi <br />Fv: Allowable = <br />460.00 psi <br />Load Combination <br />+D+S <br />Load Combination <br />+D+S <br />Location of maximum on span <br />= 8.000ft <br />Location of maximum on span = <br />15.066 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 />0.275 in <br />Ratio = <br />698> 360 <br />Span: 1 : S Only <br />Max Upward Transient Deflection <br />0 in <br />Ratio = <br />0 <360 <br />n/a <br />Max Downward Total Deflection <br />0.440 in <br />Ratio = <br />436> 240 <br />Span: 1 : +D+S <br />Max Upward Total Deflection <br />0 in <br />Ratio = <br />0 <240 <br />n/a <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max Stress atios Moment Values Shear Values <br />Segment Length Span # M V Cd CFy Ci Cr Cm C t CL M fb F'b V fv F'v <br />D Only <br />Length = 16.0 ft <br />1 <br />0.204 <br />0.045 <br />0.90 1.000 <br />+D+S <br />1.000 <br />Length = 16.0 ft <br />1 <br />0.426 <br />0.094 <br />1.15 1.000 <br />+D+0.750S <br />1.000 <br />Length = 16.0 ft <br />1 <br />0.359 <br />0.079 <br />1.15 1.000 <br />+0.60D <br />1.000 <br />Length = 16.0 ft <br />1 <br />0.069 <br />0.015 <br />1.60 1.000 <br />Overall Maximum Deflections <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.92 <br />312.08 1530.00 <br />0.42 <br />16.15 <br />360.00 <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 />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />5.12 <br />832.20 1955.00 <br />1.13 <br />43.07 <br />460.00 <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 />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />4.32 <br />702.17 1955.00 <br />0.95 <br />36.34 <br />460.00 <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 />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.15 <br />187.25 2720.00 <br />0.25 <br />9.69 <br />640.00 <br />Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span <br />+D+S <br />Page 14 of 52 <br />