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 />BEAMSDescription : <br />BEAM Size :4x8, 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 <br />900 <br />1350 <br />625 <br />1600 <br />580 <br />180 <br />575 <br />31.21 <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 />HDR-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= 6.150 ft <br />Unif Load: D = 0.0070, Lr = 0.0010 k/ft, Trib= 6.150 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.151 : 1 <br />Max Reactions (k)HEWSLLr <br />+D+LrLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />2.085 inft <br />22.65 psi <br />Fb : Allowable : 1,451.91 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 =0.101 : 1 <br />3.572 ft <br />219.18 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.005 in <br />Transient Upward 0.000 in <br />Total Downward 0.010 in <br />Total Upward 0.000 in <br />0.27 0.27 <br />0.27 0.27 Ratio 9999 5049Ratio <br />LC: Lr Only LC: +D+Lr <br />LC: LC: <br />BEAM Size :4x8, 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 <br />900 <br />1350 <br />625 <br />1600 <br />580 <br />180 <br />575 <br />31.21 <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 />HDR-2 <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.0130, Lr = 0.020 k/ft, Trib= 10.150 ft <br />Unif Load: D = 0.0070, Lr = 0.0010 k/ft, Trib= 14.160 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.170 : 1 <br />Max Reactions (k)HEWSLLr <br />+D+LrLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />1.670 inft <br />28.67 psi <br />Fb : Allowable : 1,454.23 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 =0.127 : 1 <br />2.739 ft <br />247.62 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.003 in <br />Transient Upward 0.000 in <br />Total Downward 0.007 in <br />Total Upward 0.000 in <br />0.40 0.36 <br />0.40 0.36 Ratio 9999 5580Ratio <br />LC: Lr Only LC: +D+Lr <br />LC: LC: <br />Page 10 of 28