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Multiple Simple Beam 3 File = C:\Users\fady\Desktop\FADY\2014\14-025-1\14-022.ec6 <br />ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver:6.14.1.23 <br />1 Lic. #: KW-06008950 Licensee : FADY HAKIMd <br />Description : ROOF RAFTERS,GIRDER BEAMS <br />Wood Beam Design : ROOF RAFTERS <br />Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 <br />BEAM Size :2-2x6, Sawn, Fully Unbraced <br />Using Allowable Stress Design with ASCE 7-10 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- =1,600.0 ksi <br />Fb-Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - A 580.Oksi <br />Density 32.210 pcf <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.020, Lr = 0.0270 k/ft, Trib= 1.0 ft <br />Point: D = 0.1630 k @ 4.0 ft <br />Design Summary <br />Max fb/Fb Ratio =0.571 · 1 D(0·020) Lr(0.0270)fb : Actual :948.64 psI at 4.638 ft in Span #1 '' <br />Fb : Allowable :1,660.95 psi <br />Load Comb:+D+Lr+H <br />Max fv/FvRatio =0.152: 1 <br />11.50 ft. 2-2x6fv : Actual :34.22 psi at 0.000 ft in Span # 1 <br />Fv : Allowable .225.00 psi <br />Load Comb:+D+Lr+H Max Deflections <br />Max Reactions (10 D L 2 3 2 E H Downward L+Lr+S 0.161 in Downward Total 0.420 in <br />Left Support 0.24 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in <br />Right Support 0.19 0.16 Live Load Defl Ratio 859 >360 Total Defl Ratio 328 >180 <br />Wood Beam Design : GLULLAM BEAM <br />Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 <br />BEAM Size:5.5x22.5, GLB, Fully Unbraced <br />Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending <br />Wood Species : DF/DF Wood Grade : 24F - V4 <br />Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- ¤1,800.Oksi <br />Fb-Compr 1,850.0 psi Fc - Perp 650.0 psi Ft. 1,100.0 psi Eminbend - =930.0 ksi <br />Density 32.210 pcf <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.1730, Lr = 0.1540 k/ft, Trib= 1.Oft <br />Point: D = 0.650 k @ 25.0 ft <br />Design Summary <br />Max fb/Fb Ratio =0.831 · 1 <br />fb : Actual :2,167.71 psf at 21.700 ft in Span # 1 <br />Fb : Allowable :2,610.06 psi <br />Load Comb:+D+Lr+H <br />k <br />Max fv/FvRatio =0.263: 1 <br />fv : Actual :87.15 psi at 40.180 ft in Span # 1 <br />Fv : Allowable :331.25 psi <br />Load Comb :+D+Lr+H <br />Max Reactions (k) D L k[ s w E H <br />Left Support 4.48 3.23 <br />Right Support 4.60 3.23 <br />D(0.1730) Lr(0.15*8 + <br />42.0 ft, 5.5<22.5 <br />Max Deflections <br />Downward L+Lr+S 1.153 in Downward Total <br />Upward L+Lr+S 0.000 in Upward Total <br />Live Load Defl Ratio 436 >240 Total Defl Ratio <br />2.833 in <br />0.000 in <br />177 >150