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SEE REV1 REVIEWED BLD2021-0810+Structural_Calculations2+6.14.2021_12.55 (1)Project: Edmonds Lot 1 RECEIVED Location: Roof Ridge Beam 9/24/21 Multi -Loaded Multi -Span Beam (2015 International Building Code(2015 NDS)j 5.5 IN x 15.0 IN x 40.0 FT (20 + 20) 24F-V8 - Visually Graded Western Species - Dry Us QITY OF EDMONDS Section Adequate By: 21.0% DEVELOPMENT SERVICES DEPARTMENT Controlling Factor: Moment Controlling Shear: -9516 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Read Provided Section Modulus: 170.46 in3 206.25 in3 Area (Shear): 46.84 in2 82.5 in2 Moment of Inertia (deflection): 662.29 in4 1546.88 in4 Moment: -37307 ft-lb 45140 ft-lb Shear: -9516lb 16761 lb page Dante Palmaffy StruCalc 9.0 StruCalc Version 10.2.1.0 5/14/2021 2:21:35 AM or BLD2021-0810 Project: Edmonds Lot 1 Location: Master bedroom door header Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5INx12.0INx5.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 28.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN L/1661 Dead Load 0.02 in Total Load 0.06 IN L/1011 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 _REACTIONS A_ B Live Load 5723 lb 5723 lb Dead Load 3693 lb 3693 lb Total Load 9416 lb 9416 lb Bearing Length 2.63 in 2.63 in Span Length 5 ft Unbraced Length -Top 2.5 ft Unbraced Length -Bottom 5 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 Camber Required 0.03 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 Fb_cmpr = 1850 Cd=1.15 C1=1.00 Shear Stress: Fv = 265 Cd=1.15 Modulus of Elasticity: E = 1800 Comp. -L to Grain: Fc -1= 650 Adjusted psi Controlled by: psi Fb' = 2751 psi psi Fv' = 305 psi ksi E' = 1800 ksi psi Fc -1' = 650 psi Controlling Moment: 23496 ft-lb 2.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -9416 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: 102.48 in3 132 in3 Area (Shear): 46.35 in2 66 in2 Moment of Inertia (deflection): 141.03 in4 792 in4 Moment: 23496 ft-lb 30265 ft-lb Shear: -9416 lb 13409lb page Dante Palmaffy StruCalc 9.0 StruCalc Version 10.2.1.0 5/14/2021 2:26:57 AM of Uniform Live Load 0 plf Uniform Dead Load 0 pif Beam Self Weight 14 plf Total Uniform Load 14 olf POINT LOADS - CENTER SPAN Load Number One Live Load 11446 lb Dead Load 7315 lb Location 2.5 ft Project: Edmonds Lot 1 Location: 9ft Window header Multi -Loaded Multi -Span Beam (2015 International Building Code(2015 NDS)j 1.75 IN x 9.25 IN x 9.0 FT 2.0E Microllam - iLevel Trus Joist Section Adequate By: 22.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.20 IN L/541 Dead Load 0.12 in Total Load 0.32 IN L/334 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A_ B Live Load 1406 lb 1406 lb Dead Load 867 lb 867 lb Total Load 2273 lb 2273 lb Bearing Length 1.73 in 1.73 in Span Length 9 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 9 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES 2.0E Microllam - iLevel Trus Joist Base Values Adjusted Bending Stress: Fb = 2600 psi Fb' = 3010 psi Cd=1.15 C1=0.97 CF=1.04 Shear Stress: Fv = 285 psi Fv' = 328 psi Cd=1.15 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. -L to Grain: Fc -1= 750 psi Fc -1' = 750 psi Controlling Moment: 5114 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: -2273 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: 20.39 in3 24.96 in3 Area (Shear): 10.4 in2 16.19 in2 Moment of Inertia (deflection): 62.12 in4 115.42 in4 Moment: 5114 ft-lb 6260 ft-lb Shear: -2273 lb 3537lb page Dante Palmaffy StruCalc 9.0 StruCalc Version 10.2.1.0 5/14/2021 2:33:10 AM os LOADING DIAGRAM UNIFORM LOADS Center Uniform Live Load 313 plf Uniform Dead Load 188 plf Beam Self Weight 5 plf Total Uniform Load 505 olf Project: Edmonds Lot 1 Location: Upper floor support beam over great room and kitchen Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5INx21.0INx22.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 10.2% Controlling Factor: Shear Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2243 Cd=1.00 C1=1.00 Cv=0.93 Shear Stress: Fv = 265 psi Fv' = 265 Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 Comp. -L to Grain: Fc -1= 650 psi Fc -1' = 650 Controlling Moment: 68352 ft-lb 9.9 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 18521 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: 365.69 in3 404.25 in3 Area (Shear): 104.84 in2 115.5 in2 Moment of Inertia (deflection): 3433.2 in4 4244.63 in4 Moment: 68352 ft-lb 75559 ft-lb Shear: 18521 lb 20405lb page Dante Palmaffy StruCalc 9.0 StruCalc Version 10.2.1.0 5/14/2021 3:27:33 AM of POINT LOADS - CENTER SPAN psi Load Number One Live Load 5723 lb psi Dead Load 3693 lb Location 2.5 ft ksi psi Project: Edmonds Lot 1 Location: Upper floor support beam over great room (short beam) Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5INx10.5INx6.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 20.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.06 IN L/1162 Dead Load 0.03 in Total Load 0.10 IN L/753 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 5018 lb 4065 lb Dead Load 2612 lb 1996 lb Total Load 7630 lb 6061 lb Bearing Length 2.13 in 1.70 in Span Length 6 ft Unbraced Length -Top 1.33 ft Unbraced Length -Bottom 6 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.05 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by: Fb cmpr = 1850 psi Fb' = 2397 psi Cd=1.00 Cl=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 - J- = 650 psi Fc - -L = 650 psi Controlling Moment: 16777 ft-lb 2.52 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 7630 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: 83.99 in3 101.06 in3 Area (Shear): 43.19 in2 57.75 in2 Moment of Inertia (deflection): 169.04 in4 530.58 in4 Moment: 16777 ft-lb 20188 ft-lb Shear: 7630 lb 10203lb page Dante Palmaffy StruCalc 9.0 StruCalc Version 10.2.1.0 5/14/2021 3:29:39 AM or Uniform Live Load 560 plf Dead Load 140 plf CUniform Beam Self Weight 13 plf Total Uniform Load 713 Of POINT LOADS - CENTER SPAN Load Number One Live Load 5723 lb Dead Load 3693 lb Location 2.5 ft Project: Edmonds Lot 1 Location: Upper floor support beam over center garage Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5INx16.5INx22.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 17.2% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.63 IN L/422 Dead Load 0.18 in Total Load 0.81 IN L/326 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4840 lb 4840 lb Dead Load 1426 lb 1426 lb Total Load 6266 lb 6266 lb Bearing Length 1.75 in 1.75 in Span Length 22 ft Unbraced Length -Top 1.33 ft Unbraced Length -Bottom 22 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.28 Notch Deoth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2298 psi Cd=1.00 Cl=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. I to Grain: Fc - 1 = 650 psi Fc -1' = 650 psi Controlling Moment: 34465 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: 6266 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: 180 in3 249.56 in3 Area (Shear): 35.47 in2 90.75 in2 Moment of Inertia (deflection): 1756.64 in4 2058.89 in4 Moment: 34465 ft-lb 47785 ft-lb Shear: 6266 lb 16033lb page Dante Palmaffy, StruCalc 9.0 StruCalc Version 10.2.1.0 5/14/2021 3:16:28 AM or Uniform Live Load 440 plf Uniform Dead Load 110 plf Beam Self Weight 20 plf Total Uniform Load 570 Of 22 Project: Edmonds Lot 1 Location: Garage door header Multi -Loaded Multi -Span Beam (2015 International Building Code(2015 NDS)] 5.5INx10.5INx16.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 24.1 % Controllinq Factor: Deflection page Dante Palmaffy StruCalc 9.0 StruCalc Version 10.2.1.0 5/14/2021 3:18:14 AM or CAUTIONS The design dead load deflection exceeds the default maximum of 1/4" on spans (2). Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2397 psi Cd=1.00 Cl=1.00 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 - i ' = 650 psi Controlling Moment: 13361 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: -3340 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: 66.89 in3 101.06 in3 Area (Shear): 18.91 in2 57.75 in2 Moment of Inertia (deflection): 427.47 in4 530.58 in4 Moment: 13361 ft-lb 20188 ft-lb Shear: -3340lb 10203lb Project: Edmonds Lot 1 Location: Main floor 9ft window header Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] ( 2 ) 1.75INx7.25INx9.0FT 2.0E Microllam - iLevel Trus Joist Section Adequate By: 10.6% Controllinq Factor: Deflection CAUTIONS Laminations are to be fully connected to page Dante - fy / StruCalc lc 9,0 9.0 StruCalc Version 10.2.1.0 5/14/2021 3:20:37 AM or uniform transfer of loads to all members Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. 1 to Grain: Fc -1= 750 psi Fc -1' = 750 psi Controlling Moment: 6206 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: 2758 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: 26.81 in3 30.66 in3 Area (Shear): 14.52 in2 25.38 in2 Moment of Inertia (deflection): 100.52 in4 111.15 in4 Moment: 6206 ft-lb 7098 ft- lb Shear: 2758lb 4821 lb Project: Edmonds Lot 1 Location: Upper floor support beam at living/entry Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] ( 2 ) 1.75INx9.25INx12.0FT 2.0E Microllam - iLevel Trus Joist Section Adequate By: 15.3% Controlling Factor: Deflection CAUTIONS Laminations are to be fully connected to page Dante y / StruCalc lc 9.0 9.0 StruCalc Version 10.2.1.0 5/14/2021 3:23:15 AM or uniform transfer of loads to all members znear Stress: Fv = 285 psi Fv' = 285 psi Modulus of Elasticity: Comp. -L to Grain: Cd=1.00 E = 2000 ksi E' = 2000 ksi Fc -1= 750 psi Fc - -L' = 750 psi Controlling Moment: 9272 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: 3091 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: 41.42 in3 49.91 in3 Area (Shear): 16.27 in2 32.38 in2 Moment of Inertia (deflection): 200.25 in4 230.84 in4 Moment: 9272 ft-lb 11172 ft-lb Shear: 3091 lb 6151 lb Project: Edmonds Lot 1 Location: Main floor support beam over Rec room amd bath Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5INx10.5INx27.0FT(6+8+13) 24F-V8 - Visually Graded Western Species - Dry Use Section Adequate By: 36.2% Controlling Factor: Moment DEFLECTIONS Left Center Right Live Load 0.03 IN L/2610 -0.06 IN L/1527 0.30 IN L/517 Dead Load 0.00 in -0.01 in 0.07 in Total Load 0.03 IN L/2259 -0.07 IN L/1368 0.37 IN L/417 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B C D Live Load 2389 lb 6118 lb 9909 lb 3936 lb Dead Load 513 lb 1081 lb 2585 lb 1018 lb Total Load 2902 lb 7199 lb 12494 lb 4954 lb Uplift (1.5 F.S) -127 lb -1354 lb 0 lb 0 lb Bearing Length 0.81 in 2.01 in 3.49 in 1.39 in Span Length 6 ft 8 ft 13 ft Unbraced Length -Top 1.33 ft 1.33 ft 1.33 ft Unbraced Length -Bottom 6 ft 8 ft 13 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V8 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb cmpr = 2400 psi Fb_cmpr' = 2369 psi Cd=1.00 C/=0.99 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: -14646 ft-lb Over left support of span 3 (Right Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: 7058 lb At left support of span 3 (Right Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Read Provided Section Modulus: 74.19 in3 101.06 in3 Area (Shear): 39.95 in2 57.75 in2 Moment of Inertia (deflection): 369.49 in4 530.58 in4 Moment: -14646 ft-lb 19952 ft-lb Shear: 7058lb 10203lb page Dante y / StruCalc lc 9.0 9.0 StruCalc Version 10.2.1.0 5/14/2021 4:15:49 AM of Uniform Live Load 720 plf 720 plf 720 plf Uniform Dead Load 180 plf 180 plf 180 plf Beam Self Weight 13 plf 13 plf 13 plf Total Uniform Load 913 plf 913 plf 913 plf Project: Edmonds Lot 1 Location: Main floor support beam over utility room Multi -Loaded Multi -Span Beam (2015 International Building Code(2015 NDS)] 3.5 IN x 9.0 IN x 11.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 5.0% Controlling Factor: Deflection Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2949 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: 39.15 in3 47.25 in3 Area (Shear): 16.69 in2 31.5 in2 Moment of Inertia (deflection): 202.51 in4 212.63 in4 Moment: 7809 ft-lb 9425 ft-lb Shear: -2949lb 5565lb page Dante fy / i StruCalc lc 9.0 9.0 StruCalc Version 10.2.1.0 5/14/2021 4:19:18 AM of Project: Edmonds Lot 1 Location: Garage floor support beam over media Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5IN x 13.5IN x20.0 FT(15+5) 24F-V8 - Visually Graded Western Species - Dry Use Section Adequate By: 21.5% Controlling Factor: Moment DEFLECTIONS Center Right Live Load 0.31 IN L/577 -0.03 IN L/2293 Dead Load 0.09 in -0.01 in Total Load 0.40 IN L/450 -0.03 IN L/1823 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B C Live Load 5248 lb 14574 lb 3102 lb Dead Load 1759 lb 4609 lb -546 lb Total Load 7007 lb 19183 lb 2556 lb Uplift (1.5 F.S) 0 lb 0 lb -4378 lb Bearing Length 1.96 in 5.37 in 0.71 in Span Length 15 ft 5 ft Unbraced Length -Top 1 ft 1 ft Unbraced Length -Bottom 15 ft 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V8 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb_cmpr = 2400 psi Cd=1.00 C/=0.98 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi Comp. 1 to Grain: Fc - L = 650 psi Adjusted Controlled by: Fb_cmpr' = 2348 Fv' = 265 E' = 1800 Fc -1' = 650 Controlling Moment: -26896 ft-lb Over right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: -9701 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Read Provided Section Modulus: 137.46 in3 167.06 in3 Area (Shear): 54.91 in2 74.25 in2 Moment of Inertia (deflection): 703.79 in4 1127.67 in4 Moment: -26896 ft-lb 32689 ft-lb Shear: -9701 lb 13118lb page Dante fy / StruCalc lc 9.0 9.0 StruCalc Version 10.2.1.0 5/14/2021 4:23:04 AM or Uniform Live Load 550 plf 550 plf Uniform Dead Load 275 plf 275 plf Beam Self Weight 16 plf 16 plf LTotal Uniform Load 841 plf 841 plf Load Number One Live Load 4000 lb Dead Load 0 lb Location 6 ft RIGHT SPAN Load Number One Live Load 4000 lb Dead Load 0 lb Location 2.5 ft Project: Edmonds Lot 1 Location: Garage floor support beam over exercise Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5INx13.5INx21.0FT(8+8+5) 24F-V8 - Visually Graded Western Species - Dry Use Section Adequate By: 7.1 % Controlling Factor: Shear Fb cmpr = 2400 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: 21262 ft-lb 4.0 Ft from left support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1, 3 Controlling Shear: -12246 lb At right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Read Provided Section Modulus: 106.44 in3 167.06 in3 Area (Shear): 69.31 in2 74.25 in2 Moment of Inertia (deflection): 354.52 in4 1127.67 in4 Moment: 21262 ft-lb 33373 ft-lb Shear: -12246lb 13118lb page Dante y / StruCalc lc 9.0 9.0 StruCalc Version 10.2,1.0 5/14/2021 4:25:34 AM or Load Number Live Load Dead Load Location RIGHT SPAN Load Number Live Load Dead Load Location One 8000 lb 0 lb 4ft One 4000 lb 0 lb 2.5 ft