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SEE REV1 REVIEWED BLD2021-0812+Sturctural_Calculations2+6.14.2021_1.41 (1)Project: Edmond Lot 4 RECEIVED page Dante Palmaffy Location: Roof beam Oct 21 2021 StruCalc 9.0 Multi -Loaded Multi -Span Beam CITY OF EDMONDS StruCalc Version 10.2.1.0 5/13/2021 2:31:58 PM °f [2015 International Building Code(2015 NDS:gVELOPMENT SERVICES 5.5 IN x 16.5 IN x 18.0 FT DEPARTMENT 24F-V4 - Visually Graded Western Species - Dry Use BLD2021-0812 Section Adequate By: 18.1% Controwng Factor: Moment CAUTIONS The design dead load deflection exceeds the default maximum of 1/4" on spans (2). �aac vmuca �u�u Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2344 psi Cd=1.00 C1=1.00 Cv=0.98 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: 41297 ft-lb 9.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -9177 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: 211.39 in3 249.56 in3 Area (Shear): 51.95 in2 90.75 in2 Moment of Inertia (deflection): 1114.83 in4 2058.89 in4 Moment: 41297 ft-lb 48754 ft-lb Shear: -9177lb 16033lb Project: Edmond Lot 4 Location: Upper floor beam over Great room Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 12.0 IN x 13.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 26.5% Controlling Factor: Deflection uaac vaiuca --- 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: 20371 ft-lb 6.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 6268 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: 102 in3 132 in3 Area (Shear): 35.48 in2 66 in2 Moment of Inertia (deflection): 626.04 in4 792 in4 Moment: 20371 ft-lb 26363 ft-lb Shear: 6268lb 11660lb page Dante Palmaffy StruCalc 9.0 StruCalc Version 10.2.1.0 5/13/2021 3:23:45 PM or Project: Edmond Lot 4 Location: Great room window header Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5INx9.0INx12.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 5.1 % Controlling Factor: Deflection CAUTIONS The desian dead load deflection exceeds the default maximum of 1/4" on ease values muluaicu 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 - JL = 650 psi Fc -1' = 650 psi Controlling Moment: 13243 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: 4414 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: 66.29 in3 74.25 in3 Area (Shear): 24.99 in2 49.5 in2 Moment of Inertia (deflection): 317.78 in4 334.13 in4 Moment: 13243 ft-lb 14834 ft-lb Shear: 4414lb 8745lb ns page Dante Palmaffy StruCalc 9.0 StruCalc Version 10.2.1.0 5/13/2021 3:37:26 PM or Project: Edmond Lot 4 Location: Family room 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% page Dante Palmaffy StruCalc 9.0 StruCalc Version 10.2.1.0 5/13/2021 3:40:14 PM or Controurng Factor. uenecoon CAUTIONS " Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Load 0.27 IN U407 Dead Load 0.14 in Total Load 0.41 IN L/265 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1800 lb 1800 lb Dead Load 958 lb 958 lb Total Load 2758 lb 2758 lb Bearing Length 1.05 in 1.05 in Span Length 9 ft Unbraced Length -Top 1.33 ft Unbraced Length -Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 2.0E Microllam - iLevel Trus Joist Base Values Adiusted Bending Stress: Fb = 2600 psi Fb' = 2778 psi Cd=1.00 C1=1.00 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 - = 750 psi Fc - L' = 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: 2758 lb 4821 lb Uniform Live Load 400 plf Uniform Dead Load 205 plf Beam Self Weight 8 plf Total Uniform Load 613 pif 9ft Project: Edmond Lot 4 Location: Nook window header Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5INx10.5INx9.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 15.0% Controlling Factor: Shear base values Bending Stress: Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.15 C1=1.00 Shear Stress: Fv = 265 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Dante y / i StruCalc lc 9,0 1=_= StruCalc Version 10.2.1.0 5/13/2021 3:43:16 PM °f mulubkt:u Controlled by: POINT LOADS - CENTER SPAN Fb' = 2756 psi Load Number One Live Load 5625 lb Fv' = 305 psi Dead Load 3552 lb Location 1.5 ft E' = 1800 ksi Fc -1' = 650 psi Controlling Moment: 14690 ft-lb 1.8 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 10201 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: 63.96 in3 101.06 in3 Area (Shear): 50.21 in2 57.75 in2 Moment of Inertia (deflection): 186.23 in4 530.58 in4 Moment: 14690 ft-lb 23211 ft-lb Shear: 10201 lb 11733lb Project: Edmond Lot 4 Location: Garage door header Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5INx12.0INx16.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 11.9% Controlling Factor: Deflection 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 - = 650 psi Fc - -L' = 650 psi Controlling Moment: 22047 ft-lb 7.84 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 5776 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: 110.39 in3 132 in3 Area (Shear): 32.7 in2 66 in2 Moment of Inertia (deflection): 707.69 in4 792 in4 Moment: 22047 ft-lb 26363 ft-lb Shear: 5776lb 11660lb FDante Palmaffy StruC_alc 9.0 _ StruCalc Version 10.2.1.0 5/13/2021 3:45:33 PM or Load Number One Left Live Load 80 plf Left Dead Load 20 plf Right Live Load 80 plf Right Dead Load 20 plf Load Start 0 ft Load End 5 ft Load Length 5 ft Project: Edmond Lot 4 Location: Garage floor support beam in Exercise room Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 16.5 IN x 22,0 FT (11 +11) 24F-V8 - Visually Graded Western Species - Dry Use Section Adequate By: 0.5% Controlling Factor: Shear DEFLECTIONS Left Center Live Load 0.14 IN L/964 0.14 IN L/964 Dead Load 0.02 in 0.02 in Total Load 0.16 IN U847 0.16 IN L/847 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B C Live Load 8063 lb 24750 lb 8063 lb Dead Load 2144 lb 7145 lb 2144 lb Total Load 10207 lb 31895 lb 10207 lb Uplift (1.5 F.S) -8 lb 0 lb -8 lb Bearing Length 2.85 in 8.92 in 2.85 in BEAM DATA Left Center Span Length 11 ft 11 ft Unbraced Length -Top 1 ft 1 ft Unbraced Length -Bottom 11 ft 11 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' = 2350 ps Cd=1.00 C1=0.98 Shear Stress: Fv = 265 psi Fv' = 265 ps Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ks Comp. -L to Grain: Fe -1= 650 psi Fc -1' = 650 ps Controlling Moment: -39485 ft-lb Over right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: -15948 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: 201.61 in3 249.56 in3 Area (Shear): 90.27 in2 90.75 m2 Moment of Inertia (deflection): 769.02 in4 2058.89 in4 Moment: -39485 ft-lb 48877 ft-lb Shear: -15948lb 16033lb page Dante Palmaffy StruCalc 9.0 StruCalc Version 10.2.1.0 5/13/2021 4:19:09 PM os Uniform Live Load 1000 plf 1000 plf Uniform Dead Load 500 plf 500 plf Beam Self Weight 20 pif 20 plf Total Uniform Load 1520 plf 1520 plf Load Number One Live Load 8000 lb Dead Load 0 lb Location 5.5 ft CENTER SPAN Load Number One Live Load 8000 lb Dead Load 0 lb Location 5.5 ft Project: Edmond Lot 4 Location: Main floor support beam over Rec room Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5INx10.5INx20.0FT(6.5+13.5) 24F-V8 - Visually Graded Western Species - Dry Use Section Adequate By: 21.2% Controlling Factor: Moment UG1141111J. JlIGJJ. I V Y LY P., _V,,L ,ICV Y. Fb cmpr = 2400 psi Fb_cmpr' = 2368 psi Cd=1. 00 C1=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: -16453 ft-lb Over left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: 7716 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Read Provided Section Modulus: 83.39 in3 101.06 in3 Area (Shear): 43.67 in2 57.75 in2 Moment of Inertia (deflection): 421.04 in4 530.58 in4 Moment: -16453 ft-lb 19940 ft-lb Shear: 7716lb 10203lb page Dante Palmaffy �StruCalc 9.0 StruCalc Version 10.2.1.0 5/13/2021 4:17:02 PM °r