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DESCRIPTION: (E) GLB check for replacement units <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set: IBC 2018 <br />Material Properties <br />Analysis Method: Allowable Stress Design <br />Fb + <br />2400 psi <br />E : Modulus of Elasticity <br />Load Combination IBC 2018 <br />Fb - <br />1850 psi <br />Ebend- xx <br />1800ksi <br />Fc - Prll <br />1650 psi <br />Eminbend - xx <br />950 ksi <br />Wood Species DF/DF <br />Fc - Perp <br />650 psi <br />Ebend- yy <br />1600ksi <br />Wood Grade 24F-V4 <br />Fv <br />265 psi <br />Eminbend - yy <br />850ksi <br />Ft <br />1100 psi <br />Density <br />31.21 pcf <br />Beam Bracing Beam is Fully Braced against lateral -torsional buckling <br />0 <br />Span = 26.0 ft <br />Applied Loads <br />�Q f Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculat4J and addeido loading <br />Uniform Load: D = 0.450, S = 0.750, Tributary Width = 1.0 ftr <br />r <br />�`✓) <br />Point Load: D = 1.20 k @ 20.50 ft, (RTU <br />- 2&3) <br />'f" ��� l� <br />Point Load: D = 0.3550 k @ 3.0 ft, (from <br />RTU-4)`'� <br />DESIGN SUMMARY 2 <br />M 2-'- <br />- _�.d <br />Maximum Bending Stress Ratio - <br />0.5931 Maximum Shear Stress Ratio <br />= 0.363 :1 <br />Section used for this span <br />6.75x28.5 <br />Section used for this span <br />6.75x28.5 <br />fb: Actual = <br />1,428.44psi <br />fv: Actual <br />= 110.59 psi <br />F'b = <br />2,410.50psi <br />F'v <br />= 304.75 psi <br />Load Combination <br />+D+S <br />Load Combination <br />+D+S <br />Location of maximum on span = <br />13.190ft <br />Location of maximum on span <br />= 23.628ft <br />Span #where maximum occurs = <br />Span # 1 <br />Span # where maximum occurs <br />= Span # 1 <br />i <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.331 in Ratio = 942> 360 Span: 1 : S Only <br />Max Upward Transient Deflection <br />0 in Ratio = <br />0 <360 n/a <br />Max Downward Total Deflection <br />0.571 in Ratio = 546> 180 Span: 1 : +D+S <br />Max Upward Total Deflection <br />0 in Ratio = <br />0 <180 n/a <br />.. ......... <br />Maximum Forces & Stresses for Load <br />Combinations <br />Load Combination Max Stress a ios <br />omen a ues <br />Shear values <br />Segment Length Span # M V CD <br />CM Ct CLx Cy <br />Cfu C i C r M fb <br />F'b V fv <br />F'v <br />D Only <br />0.0 0.00 0.0 <br />0.0 <br />Length = 26.0 ft 1 0.316 0.203 0.90 <br />1.00 1.00 1.00 0.873 <br />1.00 1.00 1.00 45.43 596.6 <br />1,886.5 6.21 48.4 <br />238.5 <br />+D+Lr <br />1.00 1.00 1.00 0.873 <br />1.00 1.00 1.00 <br />0.0 0.00 0.0 <br />0.0 <br />Length = 26.0 ft 1 0.228 0.146 1.25 <br />1.00 1.00 1.00 0.873 <br />1.00 1.00 1.00 45.43 596.6 <br />2,620.1 6.21 48.4 <br />331.3 <br />+D+S <br />1.00 1.00 1.00 0.873 <br />1.00 1.00 1.00 <br />0.0 0.00 0.0 <br />0.0 <br />Length = 26.0 ft 1 0.593 0,363 1.15 <br />1.00 1.00 1.00 0.873 <br />1.00 1.00 1.00 108.77 1,428.4 <br />2,410.5 14.18 110.6 <br />304.8 <br />+D+0.750Lr <br />1.00 1.00 1.00 0.873 <br />1.00 1.00 1.00 <br />0.0 0.00 0.0 <br />0.0 <br />Length = 26.0 ft 1 0.228 0.146 1.25 <br />1.00 1.00 1.00 0.873 <br />1.00 1.00 1.00 45.43 596.6 <br />2,620.1 6.21 48.4 <br />331.3 <br />+D+0.750S <br />1.00 1.00 1.00 0.873 <br />1.00 1.00 1.00 <br />0.0 0.00 0.0 <br />0.0 <br />