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Multiple Simple Beam <br />LIC# : KW-06016311, Build:20.24.10.30 JJS STRUCTURAL (c) ENERCALC, LLC 1982-2024 <br />Project File: 24058 Calcs.ec6 <br />Project Title:POCKETT ADU <br />Engineer: <br />Project ID:24058 <br />Project Descr:ATTACHED ADU <br />BEAM Size :3.5x11.875, Parallam PSL, Fully Unbraced <br />Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending <br />Wood Beam Design : <br />Calculations per NDS 2018, IBC 2021 <br />iLevel Truss Joist Parallam PSL 2.2E <br />2900 <br />2900 <br />2900 <br />750 <br />2200 <br />1118.19 <br />290 <br />2025 <br />45.07 <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 />5 - HDR AT LEFT OF DINING <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 8.250 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.271 : 1 <br />Max Reactions (k)HEWSLLr <br />+D+LrLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />6.000 inft <br />62.39 psi <br />Fb : Allowable : 3,322.26 psi <br />Right Support <br />Fv : Allowable : <br />Span # 1 <br />Load Comb : +D+Lr <br />362.50 psi <br />fb : Actual : <br />Max fv/FvRatio =0.172 : 1 <br />11.040 ft <br />900.69 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.072 in <br />Transient Upward 0.000 in <br />Total Downward 0.150 in <br />Total Upward 0.000 in <br />1.07 0.99 <br />1.07 0.99 Ratio 1999 961Ratio <br />LC: Lr Only LC: +D+Lr <br />LC: LC: <br />BEAM Size :4x6, Sawn, Fully Unbraced <br />Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending <br />Wood Beam Design : <br />Calculations per NDS 2018, IBC 2021 <br />Douglas Fir-Larch No.2 <br />875 <br />875 <br />600 <br />625 <br />1300 <br />470 <br />170 <br />425 <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 />6 - HDR AT RIGHT OF BDRM 1 <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 8.50 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.747 : 1 <br />Max Reactions (k)HEWSLLr <br />+D+LrLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />3.000 inft <br />68.66 psi <br />Fb : Allowable : 1,409.42 psi <br />Right Support <br />Fv : Allowable : <br />Span # 1 <br />Load Comb : +D+Lr <br />212.50 psi <br />fb : Actual : <br />Max fv/FvRatio =0.323 : 1 <br />5.560 ft <br />1,053.24 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.079 in <br />Transient Upward 0.000 in <br />Total Downward 0.160 in <br />Total Upward 0.000 in <br />0.52 0.51 <br />0.52 0.51 Ratio 911 450Ratio <br />LC: Lr Only LC: +D+Lr <br />LC: LC: <br />Page 8 of 35