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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: 2.131 <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 />MO.165) L(0.44) <br />3.5x11.875 <br />Span = 7.0 ft <br />1,700.0 psi <br />1,700.0 psi <br />1,400.0 psi <br />680.0 psi <br />400.0 psi <br />1,075.0 psi <br />E : Modulus of Elasticity <br />Ebend-xx 1,300.0ksi <br />Eminbend - xx 660.75 ksi <br />Density 45.010 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 />= 11.0 ft <br />DESIGN SUMMARY <br />• <br />Maximum Bending Stress Ratio <br />= 0.318 1 <br />Maximum Shear Stress Ratio = <br />0.138 : 1 <br />Section used for this span <br />3.5x11.875 <br />Section used for this span <br />3.5x11.875 <br />fb: Actual <br />= 540.58psi <br />fv: Actual = <br />55.22 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 />= 3.500ft <br />Location of maximum on span = <br />6.029 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 />2230> 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 />0.052 in Ratio = <br />1622 -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 = 7.0 ft <br />1 <br />0.096 <br />0.042 <br />0.90 1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.01 <br />147.43 1530.00 <br />0.42 <br />15.06 <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 />0.00 <br />Length = 7.0 ft <br />1 <br />0.318 <br />0.138 <br />1.00 1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />3.71 <br />540.58 1700.00 <br />1.53 <br />55.22 <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 />0.00 <br />Length = 7.0 ft <br />1 <br />0.208 <br />0.090 <br />1.25 1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />3.03 <br />442.29 2125.00 <br />1.25 <br />45.18 <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 />0.00 <br />Length = 7.0 ft <br />1 <br />0.033 <br />0.014 <br />1.60 1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />0.61 <br />88.46 2720.00 <br />0.25 <br />9.04 <br />640.00 <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 />0.0518 <br />3.526 <br />0.0000 <br />0.000 <br />Page 13 of 52 <br />