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Multiple Simple Beam <br />LIC# KW-06017149, Build20.26.03.03 <br />Wood Beam Design: GH-1 <br />Code References <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />BACHAR KOUJAH <br />CITY OF SANTA ANA <br />Planning and Building Agency <br />Approved <br />FOR PERMIT ISSUANCE <br />Project File. 25-0025_ec6 <br />(c) ENERC? 1 <br />Master ID. <br />Date: <br />Goveming Code: IBC 2021 <br />Referenced Design Standard(s) : NDS 2018 <br />Load Combination Set: ASCE 7-16 <br />BEAM Size, 4x8, Sawn, Fully Unbraced <br />Using Allowable Stress Design with ASCE 7-16 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 />Beam self weight calculated and added to loads <br />Unif Load: D = 0.1390, Lr = 0.120 ksf, Trib= 1.0 ft <br />Design Summary <br />Max fb/Fb Ratio <br />= 0.599. 1 <br />fb : Actual : <br />863.71 psi at 4.085 ft in Span # 1 <br />Fb : Allowable: <br />1,441.86 psi <br />Load Comb : <br />+D+Lr <br />Max fv/FvRatio = <br />0.242 : 1 <br />fv : Actual : <br />54.50 psi at 7.571 ft in Span # 1 <br />Fv : Allowable <br />225.00 psi <br />Load Comb: <br />+D+Lr <br />Max Reactions (k) <br />12 L[ L 2 ZI E <br />Left Support <br />0.59 0.49 <br />Right Support <br />0.59 0.49 <br />Wood Beam Design: RB-1 <br />� Code fim-- nces <br />_11310.1390) Lr(0.120) <br />4x8 <br />8.170 tt <br />Rho (or Omega) = 1.00 <br />Density 31.210 pcf <br />Max Deflections <br />B Transient Downward 0.068 in <br />Total Downward <br />0.150 in <br />Ratio 1441 <br />Ratio <br />654 <br />LC: Lr Only <br />LC: +D+Lr <br />Transient Upward 0.000 in <br />Total Upward <br />0.000 in <br />Ratio 9999 <br />Ratio <br />9999 <br />LC: <br />LC: <br />Governing Code; IBC 2021 <br />Referenced Design Standard(s) : NDS 2018 <br />Load Combination Set: ASCE 7-16 <br />BEAM Size: 5.25x11.25, Parallam PSL, Fully Unbraced <br />Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending <br />Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.2E <br />Fb - Tension 2,900.0 psi Fc - PHI 2,900.0 psi Fv 290.0 psi Ebend- xx 2,200.0 ksi <br />Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,118.19 ksi <br />Applied Loads <br />TBeam <br />self weight calculated and added to loads <br />Unif Load: D = 0.0370, <br />Lr = 0.0520 ksf, Trib= 1.0 ft <br />1 Point: D = 1.160, <br />Design Summary <br />Lr = 1.880 k @ 9.810 ft <br />Max fb/Fb Ratio = <br />0.622. 1 <br />fb : Actual : <br />2,176.78 psi at 9.815 ft in Span # 1 <br />Fb: Allowable: <br />3,500.99 psi <br />Load Comb: <br />+D+Lr <br />Max fv/FvRatio = <br />0.174: 1 <br />fv : Actual: <br />62.92 psi at 0.000 ft in Span # 1 <br />Fv : Allowable. <br />362.50 psi <br />Load Comb: <br />+D+Lr <br />Max Reactions (k) <br />D Lr L S W E <br />Left Support 1.12 1.45 <br />Right Support 1.12 1.45 <br />D(0.0370) Lr(0.0520) <br />5.250 1.25 <br />19.630 h <br />Max Deflections <br />H Transient Downward 0.503 in <br />Ratio 468 <br />LC: Lr Only <br />Transient Upward 0.000 in <br />Ratio 9999 <br />LC: <br />Rho (or Omega) = 1.00 <br />Density 45.070 pcf <br />Total Downward <br />0.871 in <br />Ratio <br />270 <br />LC: +D+Lr <br />Total Upward <br />0.000 in <br />Ratio <br />9999 <br />LC: <br />6of28 <br />