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Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CITY OF SANTA ANA <br />Planning and Building Agency <br />Multiple Simple Beam <br />Description : <br />Wood Beam Design: 1- RR's <br />Project Fite. STRATOS FORM- SCHEETZ <br />Approved <br />Master ID: <br />Date: <br />Code References <br />Governing Code IBC 2024 <br />Referenced Design Standard(s) : NDS 2024 <br />Load Combination Set: ASCE 7-22 / IBC 2024 <br />AM Size: 2x8, Sawn, Fully Braced <br />Using Allowable Stress Design with ASCE 7-22 / IBC 2024 Load Combinations, Major Axis Bending <br />Wood Species: Douglas Fir -Larch Wood Grade: No.2 <br />Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi <br />Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi <br />Applied Loads <br />Unif Load: D = 0.0120, Lr = 0.020 ksf, Trib= 2.0 ft <br />Design Summary <br />Max fb/Fb Ratio <br />= 0.678.1 <br />fb : Actual : <br />1052.00 psi at 6.000 ft in Span # 1 <br />Fb : Allowable: <br />1:552.50 psi <br />Load Comb: <br />+D+Lr <br />Max fv/FvRatio = <br />0.212 : 1 <br />fv : Actual : <br />47.67 psi at 11.400 ft in Span # 1 <br />Fv : Allowable: <br />225.00 psi <br />Load Comb: <br />+D+Lr <br />Max Reactions (k) <br />D Lr L s w E <br />Left Support <br />0.14 0.24 <br />Right Support <br />0.14 0.24 <br />Beam Design: 2- RDG BM <br />Density 31.210 pof <br />___.a{o,ozao� Lr{o.oaol <br />2x8 <br />12.0 ft <br />Max ecttons <br />H Transient Downward 0.246 in Total Downward 0.394 in <br />Ratio 584 Ratio 365 <br />LC: Lr Only <br />Transient Upward 0.000 in <br />Ratio 9999 <br />LC: <br />LC: +D+Lr <br />Total Upward 0.000 in <br />Ratio 9999 <br />LC: <br />Governing Code: IBC 2024 <br />Referenced Design Standard(s) : NDS 2024 <br />Load Combination Set: ASCE 7-22 / IBC 2024 <br />BEAM Size: 4x12, Sawn, Fully Braced <br />Using Allowable Stress Design with ASCE 7-22 / IBC 2024 Load Combinations, Major Axis Bending <br />Wood Species: Douglas Fir -Larch Wood Grade: No.2 <br />Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi <br />Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi <br />Applied Loads <br />Unif Load: D = 0.0120, Lr = 0.020 ksf, Trib= 4.0 ft <br />Design Summary <br />Max fb/Fb Ratio <br />= 0.355. 1 <br />fb : Actual: <br />439.51 psi at 6.500 ft in Span # 1 <br />Fb: Allowable: <br />1,237.50 psi <br />Load Comb: <br />+D+Lr <br />Max fv/FvRatio = <br />0.121 : 1 <br />fv : Actual : <br />27.26 psi at 12.090 ft in Span # 1 <br />Fv: Allowable: <br />225.00 psi <br />Load Comb: <br />+D+Lr <br />Max Reactions (k) <br />D Lr L s w E <br />Left Support <br />0.31 0.52 <br />Right Support <br />0.31 0.52 <br />D(0 0480) LriO 0$O,Z _ <br />,� 4x12 <br />13.0 ft <br />Density 31.210 pcf <br />Max De ections <br />H Transient Downward <br />0.078 in <br />Total Downward <br />0.124 in <br />Ratio <br />2005 <br />Ratio <br />1253 <br />LC: Lr Only <br />LC: +D+Lr <br />Transient Upward <br />0.000 in <br />Total Upward <br />0.000 in <br />Ratio <br />9999 <br />Ratio <br />9999 <br />LC: <br />LC: <br />NCE <br />