Laserfiche WebLink
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 />JOISTSDescription : <br />BEAM Size :2x8, Sawn, Braced @ Mid Span <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 />RR-1 <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.0130, Lr = 0.020 k/ft, Trib= 1.330 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.620 : 1 <br />Max Reactions (k)HEWSLLr <br />+D+LrLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />6.074 inft <br />36.00 psi <br />Fb : Allowable : 1,256.76 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 =0.160 : 1 <br />11.718 ft <br />779.14 psi at <br />atfv : Actual : <br />Ratio 538 Ratio 310 <br />Max Deflections <br />Transient Downward 0.175 in <br />Transient Upward -0.054 in <br />Total Downward 0.305 in <br />Total Upward -0.094 in <br />0.12 0.16 <br />0.15 0.20 Ratio 840 483Ratio <br />LC: Lr Only LC: +D+Lr <br />LC: Lr Only LC: +D+Lr <br />BEAM Size :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-1 <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 />.Design Summary <br />Max fb/Fb Ratio =0.565 : 1 <br />Max Reactions (k)HEWSLLr <br />+D+LrLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />6.110 inft <br />19.08 psi <br />Fb : Allowable : 753.04 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 =0.085 : 1 <br />0.000 ft <br />425.58 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.088 in <br />Transient Upward 0.000 in <br />Total Downward 0.165 in <br />Total Upward 0.000 in <br />0.07 0.08 <br />0.07 0.08 Ratio 1665 887Ratio <br />LC: Lr Only LC: +D+Lr <br />LC: LC: <br />Page 9 of 28