Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
APPROVED BLD -BLD2020-0680_BEAM CALCS_12-01-2020_15_37_48_Beam_Calculations
RESUB Dec 01 2020 ......................., BLD2020-0680 REVIEWED CITY OF EDMONDS DEVELOPMENT SERVICES BY DEPARTMENT CITY OF EDMONDS BUILDING DEPARTMENT Simply Supported -Timber Beam Design Project: 20-242 Edmonds Date: 12/1/2020 Page: 1 Member Tag: Rafters Span,ft: 9.2 Braced,ft: 0.5 Flat Use: N qqm Repetitive: y Pres Treat: N Provide: ( 1) 2 x 6 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 0 0 0 0 9.2 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 In n 18 1.33 1.33 0 9.2 0 0 110 110 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 Total 110 110 25 1.33 1.33 0 9.2 0 0 153 153 3 ° 0 0 0 0 0 0 0 0 0 Ln 0 0 0 0 0 0 0 0 0 Total 153 153 Maximum of Load Combinations D+S End Reactions Deflection,A 0.34 in D+S Deflection,A 0.34 in 263 263 Moment, M 605 ft-Ibs D+S Moment, M 605 ft-Ibs Req'd Bearing Length Shear, V 266 Ibs D+S Shear, V 266 Ibs 0.43 0.43 *Taken distance V from support, subject to NDS 3.4.3 Hanger: Modified Material Properties Modifiers Deflection (in.) Cd = 1.00 Cd = 1.15 CF 1.30 DDL = 0.143 AL = L/ 360 Bearing Perp 405 psi 405 psi CR 1.15 DLL = 0.000 AT = L/ 240 Bending, Fb 1,331 psi 1,530 psi Cf. 1.05 DSL = 0.198 Limit Capacity Shear, Fv 150 psi 173 psi CL or Cv 1.00 DSL+LL = 0.198 0.31 64.6% M. Elasticity, E 1,300,000 1,300,000 DTL = 0.341 0.46 74.1% Required Section Properties Provided Section Properties Results Capacity Area, A 2.66 in2 Area, A 8.25 in2 Satisfactory 32.2% Section Modulas, S 5.46 in3 Section Modulas, S 7.56 in3 Satisfactory 72.2% Moment of Inertia, 1 15 in^4 Moment of Inertia, 1 21 in^4 Satisfactory 74.1% Project: 20-242 Edmonds Date: 12/1/2020 Page: 3 Simply Supported -Timber Beam Design Member Tag: Basement Span,ft: 4 Braced,ft: 0.5 Flat Use: N Repetitive: N Pres Treat: N Provide: ( 1) 6 x 12 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 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 n n 0 0 0 0 0 2297 2 1149 1149 0 0 0 0 0 2297 2 1149 1149 ai 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 2297 2297 0 0 0 0 0 0 0 0 0 3 ° 0 0 0 0 0 0 0 0 0 Ln 0 0 0 0 0 0 0 0 0 Total 0 0 Maximum of Load Combinations D End Reactions Deflection,A 0.01 in D Deflection,A 0.01 in 2297 2297 Moment, M 4594 ft-Ibs D Moment, M 4594 ft-Ibs Req'd Bearing Length Shear, V 2297 Ibs D Shear, V 2297 Ibs 1.03 1.03 *Taken distance V from support, subject to NDS 3.4.3 Hanger: Modified Material Properties Modifiers Deflection (in.) Cd = 1.00 Cd = 1.15 CF 1.00 DDL = 0.014 AL = L/ 360 Bearing Perp 405 psi 405 psi CR 1.00 DLL = 0.000 AT = L/ 240 Bending, Fb 708 psi 815 psi Cf. 1.05 DSL = 0.000 Limit Capacity Shear, Fv 140 psi 161 psi CL or Cv 1.00 DSL+LL = 0.000 0.13 0.0% M. Elasticity, E 1,100,000 1,100,000 DTL = 0.014 0.20 6.9% Required Section Properties Provided Section Properties Results Capacity Area, A 24.61 in2 Area, A 63.25 in2 Satisfactory 38.9% Section Modulas, S 77.82 in3 Section Modulas, S 121.23 in3 Satisfactory 64.2% Moment of Inertia, 1 48 in^4 Moment of Inertia, 1 697 in^4 Satisfactory 6.9% Project: 20-242 Edmonds Date: 12/1/2020 Page: 3 Simply Supported -Timber Beam Design Member Tag: Main Level Span,ft: 11.65 Braced,ft: 0.5 Flat Use: N MOM Repetitive: N Pres Treat: N Provide: ( 1) 6 x 12 Grade: Hem -Fir #2 Shear Diagram ♦ ♦ Moment Diagram m ------- , 44111bhh,16' Distributed Loads Point Loads I 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 n n 18 9.17 9.17 0 11.65 0 0 961 961 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 Total 961 961 25 9.17 9.17 0 11.65 0 0 1335 1335 3 ° 0 0 0 0 0 0 0 0 0 Ln 0 0 0 0 0 0 0 0 0 Total 1335 1335 Maximum of Load Combinations D+S End Reactions Deflection,A 0.21 in D+S Deflection,A 0.21 in 2297 2297 Moment, M 6690 ft-Ibs D+S Moment, M 6690 ft-Ibs Req'd Bearing Length Shear, V 2320 Ibs D+S Shear, V 2320 Ibs 1.03 1.03 *Taken distance V from support, subject to NDS 3.4.3 Hanger: Modified Material Properties Modifiers Deflection (in.) Cd = 1.00 Cd = 1.15 CF 1.00 DDL = 0.089 AL = L/ 360 Bearing Perp 405 psi 405 psi CR 1.00 DLL = 0.000 AT = L/ 240 Bending, Fb 708 psi 815 psi Cf. 1.05 DSL = 0.124 Limit Capacity Shear, Fv 140 psi 161 psi CL or Cv 1.00 DSL+LL = 0.124 0.39 31.9% M. Elasticity, E 1,100,000 1,100,000 DTL = 0.213 0.58 36.6% Required Section Properties Provided Section Properties Results Capacity Area, A 24.86 in2 Area, A 63.25 in2 Satisfactory 39.3% Section Modulas, S 113.31 in3 Section Modulas, S 121.23 in3 Satisfactory 93.5% Moment of Inertia, 1 255 in^4 Moment of Inertia, 1 697 in^4 Satisfactory 36.6%