Laserfiche WebLink
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: 1.132 <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 iLevel Truss Joist <br />Wood Grade TimberStrand LSL 1.3E - Beam/Col <br />Beam Bracing : Beam is Fully Braced against lateral -torsional buckling <br />Fb + <br />1,700.0 psi <br />Fb- <br />1,700.0 psi <br />Fc - Prll <br />1,400.0 psi <br />Fc - Perp <br />680.0 psi <br />Fv <br />400.0 psi <br />Ft <br />1,075.0 psi <br />L(1) <br />E : Modulus of Elasticity <br />Ebend-xx 1,300.0ksi <br />Eminbend - xx 660.75 ksi <br />Density 45.010 pcf <br />3.5x <br />11.875 <br />Span = 12.0 ft <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, L = 0.040 ksf, <br />Tributary Width <br />= 1.333 ft <br />Point Load : D = 0.50, L = 1.0 k @ 8.0 ft <br />DESIGN SUMMARY <br />• <br />Maximum Bending Stress Ratio = <br />0.443 1 <br />Maximum Shear Stress Ratio = <br />0.124 :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 />753.14psi <br />fv: Actual = <br />49.42 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 />7.971 ft <br />Location of maximum on span = <br />11.036 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 />0.124 in Ratio = <br />1162 > 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 />0.181 in Ratio = <br />796> 240 Span: 1 : +D+L <br />Max Upward Total Deflection <br />0 in Ratio = <br />0 <240 n/a <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination <br />iwax <br />stress Katios <br />moment values <br />snear <br />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 = 12.0 ft <br />1 <br />0.157 <br />0.044 <br />0.90 1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.65 <br />240.64 <br />1530.00 <br />0.43 <br />15.66 <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 = 12.0 ft <br />1 <br />0.443 <br />0.124 <br />1.00 1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />5.16 <br />753.14 <br />1700.00 <br />1.37 <br />49.42 <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 = 12.0 ft <br />1 <br />0.294 <br />0.082 <br />1.25 1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />4.28 <br />625.01 <br />2125.00 <br />1.14 <br />40.98 <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 = 12.0 ft <br />1 <br />0.053 <br />0.015 <br />1.60 1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />0.99 <br />144.38 <br />2720.00 <br />0.26 <br />9.40 <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 0.1809 6.394 0.0000 0.000 <br />Page 21 of 52 <br />