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REVIEWED BLD-BLD2022-0180+Structural_Analysis_or_Calculations+2.9.2022_1.57.03_PM+2671612RECEIVED Feb 16 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2022-0180 CALCS DONE BY YEN DESIGNS REVIEWED Project: 21-0000 PROJECT BY = Date: 2/9/2022 CITY OF EDMONDS € BUILDING DEPARTMENT Page: 1.1 Simply Supported - Timber Beam Design down stairs between wetbar and hallway Member Tag: 61 Span,ft: 7.29 Braced,ft: 0.5 Flat Use: N Repetitive: N Pres Treat: N Provide: ( 1) 4 x 8 Grade: Hem -Fir #2 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 40 6.53 6.53 0 7.29 0 0 952 952 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 952 952 18 6.53 6.53 0 7.29 0 0 428 428 0 3 3 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 Tnta1 49P 49R 0 0 0 0 0 0 0 0 0 3 0 0 3 3 0 0 0 0 0 0 V) 0 0 0 0 0 0 0 0 0 Total 0 0 Maximum of Load Combinations D+L End Reactions Deflection,A 0.17 in D+L Deflection,A Moment, M 2516 ft-Ibs D+L Moment, M Shear, V 1394 Ibs D+L Shear, V *Taken distanced' from support, subject to NDS 3.4.3 Modified Material Properties Modifiers Cd=1.00 Cd=1.15 Bearing Perp 405 psi 405 psi Bending, Fb 1,159 psi 1,333 psi Shear, Fv 150 psi 173 psi M. Elasticity, E 1,300,000 1,300,000 Required Section Properties Area, A 13.94 in Section Modulas, S 26.05 in Moment of Inertia, 1 76 in^4 0.17 in 2516 ft-Ibs 1394 Ibs Hanger: Deflection (in.) CF 1.30 DDL = CR 1.00 DLL = Cf, 1.05 DSL = CL or Cv 1.00 DSL+LL = DTL = Provided Section Properties Area, A 25.38 in Section Modulas, S 30.66 in Moment of Inertia, 1 111 inA4 1381 1381 Req'd Bearing Length 0.97 0.97 0.052 AL = L/ 480 0.115 AT = L/ 360 0.000 Limit Capacity 0.115 0.18 63.0% 0.167 0.24 68.5% Results Capacity Satisfactory 54.9% Satisfactory 85.0% Satisfactory 68.5% Project: 21-0000 PROJECT Date: 2/9/2022 Page: 1.1 Simply Supported - Timber Beam Design upper floor between master bathroom and walkin closet Member Tag: B2 Span,ft: 15.33 Bloom Braced,ft: 0.5 Flat Use: N Repetitive: N Pres Treat: N "No Provide: ( 1) 3.5 x 13.5 Grade: Glu-Iam,24F-V8 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 15 12.25 12.25 0 15.33 0 0 1408 1408 0 0 0 0 0 0 0 0 0 (U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Tnta1 14np 14nR 25 12.25 12.25 0 15.33 0 0 2347 2347 3 °c 0 0 0 0 0 0 0 0 0 V) 0 0 0 0 0 0 0 0 0 Total 2347 2347 Maximum of Load Combinations D+S End Reactions Deflection,A 0.47 in D+s Deflection,A Moment, M 14394 ft-Ibs D+S Moment, M Shear, V 3793 Ibs D+s Shear, V *Taken distanced' 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 2,483 psi 2,856 psi Shear, Fv 240 psi 276 psi M. Elasticity, E 1,800,000 1,800,000 Required Section Properties Area, A 23.71 in Section Modulas, S 69.55 in Moment of Inertia, 1 662 in^4 0.47 in 14394 ft-Ibs 3793 Ibs Hanger: Deflection (in.) CF 0.99 DDL = CR 1.00 DLL = Cf, 1.05 DSL = Ct or Cv 1.00 DSL+LL = DTL = Provided Section Properties Area, A 47.25 in Section Modulas, S 106.31 in Moment of Inertia, 1 718 inA4 3756 3756 Req'd Bearing Length 1.65 1.65 0.177 AL = L/ 480 0.000 AT = L/ 360 0.295 Limit Capacity 0.295 0.38 76.9% 0.471 0.51 92.2% Results Capacity Satisfactory 50.2% Satisfactory 65.4% Satisfactory 92.2% Project: 21-0000 PROJECT Date: 2/9/2022 Page: 1.1 Simply Supported - Timber Beam Design upper floor between walkin closet and master bedroom Member Tag: B3 Span,ft: 15.33 NOMOM Braced,ft: 0.5 Flat Use: N Repetitive: N Pres Treat: N Provide: ( 1) 3.5 x 13.5 Grade: Glu-Iam,24F-V8 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 15 11.86 11.86 0 15.33 0 0 1364 1364 0 0 0 0 0 0 0 0 0 (U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Tnta1 1 3F4 1'46,4 25 11.86 11.86 0 15.33 0 0 2273 2273 3 °c 0 0 0 0 0 0 0 0 0 V) 0 0 0 0 0 0 0 0 0 Total 2273 2273 Maximum of Load Combinations D+S End Reactions Deflection,A 0.46 in D+s Deflection,A Moment, M 13936 ft-Ibs D+S Moment, M Shear, V 3673 Ibs D+s Shear, V *Taken distanced' 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 2,483 psi 2,856 psi Shear, Fv 240 psi 276 psi M. Elasticity, E 1,800,000 1,800,000 Required Section Properties Area, A 22.95 in Section Modulas, S 67.34 in Moment of Inertia, 1 641 in^4 0.46 in 13936 ft-Ibs 3673 Ibs Hanger: Deflection (in.) CF 0.99 DDL = CR 1.00 DLL = Cf, 1.05 DSL = Ct or Cv 1.00 DSL+LL = DTL = Provided Section Properties Area, A 47.25 in Section Modulas, S 106.31 in Moment of Inertia, 1 718 inA4 3636 3636 Req'd Bearing Length 1.60 1.60 0.171 AL = L/ 480 0.000 AT = L/ 360 0.285 Limit Capacity 0.285 0.38 74.4% 0.456 0.51 89.3% Results Capacity Satisfactory 48.6% Satisfactory 63.3% Satisfactory 89.3%