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REVIEWED BLD2021-0809+Structural_Calculations2+6.14.2021_1.25 (1)Project: Edmonds Lot 2 RECEIVED Location: Center roof beam Multi -Loaded Multi -Span Beam Oct 21 2021 [2015 International Building Code(2015 NDS)] CITY OF EDMONDS (2 ) 1.75 IN x 14.0 IN x 15.0 FT DEVELOPMENT SERVICES 2.0E Microllam - iLevel Trus Joist DEPARTMENT Section Adequate By: 5.3% page Dante Palmaffy LStruCalc 9.0 StruCalc Version 10.2.1.0 5/9/2021 9:51:14 PM of BLD2021-0809 Guntroaing Factor: Moment CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members VV-,.VV V,-,. VV V, -1.- Shear Stress: Fv = 285 psi Fv' = 285 psi Modulus of Elasticity: Comp. 1 to Grain: Cd=1.00 E = 2000 ksi E' = 2000 ksi Fc - -L = 750 psi Fc - -L' = 750 psi Controlling Moment: 22931 ft-lb 7.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 6115 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads o:i span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 108.53 in3 114.33 in3 Area (Shear): 32.18 in2 49 in2 Moment of Inertia (deflection): 464.27 in4 800.33 in4 Moment: 22931 ft-lb 24156 ft-lb Shear: 6115lb 9310lb Project: Edmonds Lot 2 Location: Master bed window header Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.0 IN x 12.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 7.6% Controlling Factor: Moment .0�� vaiuca Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2394 psi Cd=1.00 C1=1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc - -L' = 650 psi Controlling Moment: 8763 ft-lb 6.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2921 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 43.93 in3 47.25 in3 Area (Shear): 16.53 in2 31.5 in2 Moment of Inertia (deflection): 157.71 in4 212.63 in4 Moment: 8763 ft-lb 9425 ft-lb Shear: -2921 lb 5565lb page Dante Palmaffy StruCalc 9.0 StruCalc Version 10.2.1.0 5/9/2021 9:53:38 PM °r Project: Edmonds Lot 2 Location: Bedroom 2 window header Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 1.75 IN x 9.25 IN x 9.0 FT 2.0E Microllam - iLevel Trus Joist Section Adequate By: 12.5% Controlling Factor: Moment L.u- r.vvnUU. _.v -' Shear Stress: Fv = 285 psi Fv' = 285 psi Modulus of Elasticity Comp. -L to Grain: Cd=1.00 E = 2000 ksi E' = 2000 Fc - = 750 psi Fc - L' = 750 Controlling Moment: 4911 ft-lb 4.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2183 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rec'd Provided Section Modulus: 22.18 in3 24.96 in3 Area (Shear): 11.49 in2 16.19 in2 Moment of Inertia (deflection): 59.66 in4 115.42 in4 Moment: 4911 ft-lb 5526 ft-lb Shear: -2183lb 3076lb ksi psi page Dante Palmaffy StruCalc 9.0 StruCalc Version 10.2.1.0 5/9/2021 9:56:16 PM or Project: Edmonds Lot 2 Location: Upper floor support beam Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5INx21.0INx17.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 9.7% Controlling Factor: Moment oase "'M Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2302 psi Cd=1.00 C1=1.00 Cv=0.96 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. 1 to Grain: Fc -1= 650 psi Fc -1' = 650 psi Controlling Moment: 70701 ft-lb 7.99 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 16015 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 368.63 in3 404.25 in3 Area (Shear): 90.65 in2 115.5 in2 Moment of Inertia (deflection): 1815.87 in4 4244.63 in4 Moment: 70701 ft-lb 77533 ft-lb Shear: 16015lb 20405lb page Dante Palmaffy StruCalc 9.0 StruCalc Version 10.2.1.0 5/9/2021 10:44:04 PM of POINT _LOADS-- CENTER SPAN Load Number One Live Load 3750 lb Dead Load 2385 lb Location 4 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load 500 plf Left Dead Load 410 plf Right Live Load 500 plf Right Dead Load 410 plf Load Start 4 ft Load End 17 ft Load Length 13 ft Project: Edmonds Lot 2 Location: Main floor window header Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 1.75 IN x 9.5 IN x 9.0 FT 2.0E Microllam - iLevel Trus Joist Section Adequate By: 2.3% Controlling Factor: Moment UU— I.VV l /_V. VU lam( — I.VJ Shear Stress: Fv = 285 psi Fv' = 28b psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. -L to Grain: Fc -1= 750 psi Fc - ' = 750 psi Controlling Moment: 5672 ft-lb 4.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 2521 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 25.72 in3 26.32 in3 Area (Shear): 13.27 in2 16.63 in2 Moment of Inertia (deflection): 68.9 in4 125.03 in4 Moment: 5672 ft-lb 5805 ft-lb Shear: 2521 lb 3159lb page Dante Palmaffy StruCalc 9.0 StruCalc Version 10.2.1.0 5/9/2021 10:46:31 PM or Project: Edmonds Lot 2 Location: Beam over garage Multi -Loaded Multi -Span Beam (2015 International Building Code(2015 NDS)j 5.5 IN x 22.5 IN x 22.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 4.6% Controlling Factor: Moment DdzJC V dIUCD Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2228 psi Cd=1.00 CI=1.00 Cv=0.93 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. 1 to Grain: Fc - = 650 psi Fc - -L' = 650 psi Controlling Moment: 82391 ft-lb 11.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 14980 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: —RgA d Provided Section Modulus: 443.85 in3 464.06 in3 Area (Shear): 84.79 in2 123.75 in2 Moment of Inertia (deflection): 2718.45 in4 5220.7 in4 Moment: 82391 ft-lb 86143 ft-lb Shear: 14980lb 21863lb page Dante Palmaffy StruCalc 9.0 StruCalc Version 10.2.1.0 5/10/2021 6:28:30 AM °f Project: Edmonds Lot 2 Location: Garage door header Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 10.5 IN x 16.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 8.0% Controlling Factor: Deflection oase vtauas l,u uo cu Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2397 psi Cd=1.00 C1=1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc -1' = 650 psi Controlling Moment: 18321 ft-lb 8.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -4580 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 91.72 in3 101.06 in3 Area (Shear): 25.93 in2 57.75 in2 Moment of Inertia (deflection): 491.44 in4 530.58 in4 Moment: 18321 ft-lb 20188 ft-lb Shear: -4580lb 10203lb page 7Dante.Falmaffyc 9.0 StruCalc Version 10.2.1.0 5/10/2021 6:30:30 AM or Project: Edmonds Lot 2 Location: Top of Stairs floor beam Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 1.75 IN x 7.25 IN x 7.0 FT 2.0E Microllam - iLevel Trus Joist Section Adequate By: 14.0% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.19 IN L/432 Dead Load 0.05 in Total Load 0.24 IN U343 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1400 lb 1400 lb Dead Load 364 Ib 364 lb Total Load 1764 lb 1764 lb Bearing Length 1.34 in 1.34 in Span Length 7 ft Unbraced Length -Top 1.33 ft Unbraced Length -Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 2.0E Microllam - iLevel Trus Joist Base Values Adjusted Bending Stress: Fb = 2600 psi FU = 2755 psi Cd=1.00 C/=0.99 CF=1.07 Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. -L to Grain: Fc -1= 750 psi Fc - -L' = 750 psi Controlling Moment: 3087 ft-lb 3.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1764 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 13.44 in3 15.33 in3 Area (Shear): 9.28 in2 12.69 in2 Moment of Inertia (deflection): 46.3 in4 55.57 in4 Moment: 3087 ft-lb 3520 ft-lb Shear: -1764 lb 2411 lb F page Dante Palmaffy StruCalc 9.0 StruCalc Version 10.2.1.0 5/10/2021 10:39:23 PM °f LOADING DIAGRAM Uniform Live Load 400 plf Uniform Dead Load 100 plf Beam Self Weight 4 plf Total Uniform Load 504 plf 7 ft Project: Edmonds Lot 2 Location: Basement Closet header Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5INx13.5INx6.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 9.9% Controlling Factor: Moment base vawes Bending Stress: Fb = 2400 psi Fb cmpr = 1850 psi Cd=1.00 C1=1.00 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi Comp. 1 to Grain: Fc -1 = 650 psi page Dante Palmaffy StruCalc 9.0 StruCaic Version 10.2.1.0 5/10/2021 10:42:14 PM or rau 1 u b ieu Controlled by: POINT LOADS - CENTER SPAN Fb' = 2396 psi Load Number One Two Live Load 10623 lb 1400 lb Fv' = 265 psi Dead Load 5392 lb 364 lb Location 3 ft 3 ft E' = 1800 ksi Fc - -L' = 650 psi Controlling Moment: 30341 ft-lb 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -11338 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rec'd Provided Section Modulus: 151.95 in3 167.06 in3 Area (Shear): 64.18 in2 74.25 in2 Moment of Inertia (deflection): 311.5 in4 1127.67 in4 Moment: 30341 ft-lb 33359 ft-lb Shear: -11338lb 13118lb Project: Edmonds Lot 2 Location: Beam under garage Multi -Loaded Multi -Span Beam (2015 International Building Code(2015 NDS)] 5.5INx15.0INx10.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 5.7% Controlling Factor.: Moment Bending Stress: Fb =vYV 2400 psi Fb_cmpr = 1850 psi Cd=1. 00 C/=1. 00 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi Comp. -L to Grain: Fc -1= 650 psi page Dante Palmaffy StruCalc 9.0 StruCalc Version 10.2.1.0 5/10/2021 10:44:19 PM of Controlled by: POINT LOADS - CENTER SPAN Fb' = 2397 psi Load Number One Live Load 8000 lb Fv' = 265 psi Dead Load 0 lb Location 5 ft E' = 1800 ksi Fc -1' = 650 psi Controlling Moment: 38974 ft-lb 5.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 11589 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reo'd Provided Section Modulus: 195.13 in3 206.25 in3 Area (Shear): 65.6 in2 82.5 in2 Moment of Inertia (deflection): 854.89 in4 1546.88 in4 Moment: 38974 ft-lb 4 ,196 ft-lb Shear: 11589lb 14575lb