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Multiple Simple Beam <br />LIC# : KW-06017142, Build:20.25.06.16 One-O-Eight Consulting (c) ENERCALC, LLC 1982-2025 <br />Project File: 25-209_enercalc_.ec6 <br />Project Title:W Richland Ave <br />Engineer:EAP <br />Project ID:25-209 <br />Project Descr:ADU <br />BEAM Size :2-2x8, Sawn, Fully Unbraced <br />Using Allowable Stress Design with ASCE 7-22 / IBC 2024 (L<=100psf) Load Combinations, Major Axis Bending <br />Wood Beam Design : <br />Calculations per NDS 2018, IBC 2021 <br />Douglas Fir-Larch No.2 <br />900.0 <br />900.0 <br />1,350.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0 <br />575.0 <br />31.210 <br />Eminbend - xx ksi <br />Wood Species : Wood Grade : <br />Fb - Tension <br />psi <br />psi Fv psi <br />Fb - Compr Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />Ebend- xx ksi Density pcf <br />CJ-2 <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.0070, Lr = 0.010 k/ft, Trib= 1.330 ft <br />1Point: D = 0.160, Lr = 0.220 k @ 7.935 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.844 : 1 <br />Max Reactions (k)HEWSLLr <br />+D+LrLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />7.935 inft <br />26.96 psi <br />Fb : Allowable : 1,280.78 psi <br />Right Support <br />Fv : Allowable : <br />Span # 1 <br />Load Comb : +D+Lr <br />225.00 psi <br />fb : Actual : <br />Max fv/FvRatio =0.120 : 1 <br />15.288 ft <br />1,081.17 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.334 in <br />Transient Upward 0.000 in <br />Total Downward 0.618 in <br />Total Upward 0.000 in <br />0.19 0.22 <br />0.19 0.22 Ratio 570 308Ratio <br />LC: Lr Only LC: +D+Lr <br />LC: LC: <br />Page 11 of 28