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REVIEWED BLD RESUB1 BLD2021-0524+Structural_Analysis_or_Calculations+6.10.2021_12.37.29_PM+2243030RESUB Jun 10 2021 BLD2021-0524 CITY OF EDMONDS DEVELOPMENT SERVICES ...............................................: REVIEWED DEPARTMENT BY CITY OF EDMONDS BUILDING DEPARTMENT Simply Supported - Timbe'r'13e5'm'0'esigri""""""'` Project: 21-0000 PROJECT Date: 6/7/2021 Page: 1.1 Member Tag: Living Room Span,ft: 15 Braced,ft: 0.5 Flat Use: N Repetitive: N Pres Treat: N M"M Provide: (1) 3.5 x 16.5 Grade: Glu-Iam,24F-V4 Shear Diagram ♦ Moment Diagram Distributed Loads Point Loads End Reactions Unit Weight, Beg. Trib End Trib Start Location, End Location, Load Location Start End PSF Width, FT Width, FT FT FT LBS FT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 18 14.2 14.2 0 15 0 0 1917 1917 0 0 0 0 0 0 0 0 0 v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Tntal 1g17 1g17 25 14.2 14.2 0 15 0 0 2663 2663 3 ° 0 0 0 0 0 0 0 0 0 Ln 0 0 0 0 0 0 0 0 0 Total 2663 2663 Maximum of Load Combinations D+S End Reactions Deflection,A 0.29 in D+S Deflection,A Moment, M 17173 ft-Ibs D+S Moment, M Shear, V 4625 Ibs D+S Shear, V *Taken distance 'd' from support, subject to NDS 3.4.3 Modified Material Properties Modifiers Cd=1.00 Cd=1.15 Bearing Perp 650 psi 650 psi Bending, Fb 2,427 psi 2,791 psi Shear, Fv 240 psi 276 psi M. Elasticity, E 1,800,000 1,800,000 Required Section Properties Area, A 28.91 in Section Modulas, S 84.90 in' Moment of Inertia, 1 515 in^4 0.29 in 17173 ft-Ibs 4625 Ibs Hanger: Deflection (in.) CF 0.97 DDL = CR 1.00 DLL = Cf. 1.05 DSL = CL or Cv 1.00 DSL+LL = DTL = Provided Section Properties Area, A 57.75 in Section Modulas, S 158.81 in' Moment of Inertia, 1 1,310 in^4 4580 4580 Req'd Bearing Length 2.01 2.01 0.123 AL = L/ 360 0.000 AT = L/ 240 0.171 Limit Capacity 0.171 0.50 34.3% 0.295 0.75 39.3% Results Capacity Satisfactory 50.1% Satisfactory 53.5% Satisfactory 39.3% Project: 21-0000 PROJECT Date: 6/7/2021 Page: 1.1 Simply Supported -Timber Beam Design Member Tag: Kitchen Span,ft: 19 Braced,ft: 0.5 Flat Use: N 4400 Repetitive: N Pres Treat: N Provide: ( 1) 3.5 x 16.5 Grade: Glu-Iam,24F-V4 Shear Diagram ♦ Moment Diagram Distributed Loads Point Loads End Reactions Unit Weight, Beg. Trib End Trib Start Location, End Location, Load Location Start End PSF Width, FT Width, FT FT FT LBS FT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 J 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 18 14.2 14.2 0 19 0 0 2428 2428 0 0 0 0 0 0 0 0 0 v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Tntal 747R 747R 25 14.2 14.2 0 19 0 0 3373 3373 3 ° 0 0 0 0 0 0 0 0 0 Ln 0 0 0 0 0 0 0 0 0 Total 3373 3373 Maximum of Load Combinations D+S End Reactions Deflection,O 0.76 in D+S Deflection,O Moment, M 27553 ft-Ibs D+S Moment, M Shear, V 5859 Ibs D+S Shear, V *Taken distance V from support, subject to NDS 3.4.3 Modified Material Properties Modifiers Cd=1.00 Cd=1.15 Bearing Perp 650 psi 650 psi Bending, Fb 2,427 psi 2,791 psi Shear, Fv 240 psi 276 psi M. Elasticity, E 1,800,000 1,800,000 Required Section Properties Area, A 36.62 in Section Modulas, S 136.22 in3 Moment of Inertia, 1 1,047 in^4 0.76 in 27553 ft-Ibs 5859 Ibs Hanger: Deflection (in.) CF 0.97 DDL = CR 1.00 DLL = Cf. 1.05 DSL = CL or Cv 1.00 DSL+LL = DTL = Provided Section Properties Area, A 57.75 in Section Modulas, S 158.81 in Moment of Inertia, 1 1,310 inA4 5801 5801 Req'd Bearing Length 2.55 2.55 0.318 AL = L/ 360 0.000 AT = L/ 240 0.441 Limit Capacity 0.441 0.63 69.7% 0.759 0.95 79.9% Results Capacity Satisfactory 63.4% Satisfactory 85.8% Satisfactory 79.9%