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Home My WebLink AboutBLD2016-00110 Beam and Footing Calculations - BLD Engineering / Geo-tech Reports - 2/15/2016 Beam & Footing Calculations For The Brudvik Residence 2701 E. Mason Lake Dr. E. Grapeview, Washington Prepared by Jeff Miller JM Consulting & DesigkrECl_IVED 425-821-7518 Feb. 15, 2016 FEB 18 2016 615 W.Alder Stn98t Loads: Roof 25 LL psf 15 DL psf Floors 40 LL psf 10 DL psf Decks 40 LL psf 10 DL psf Walls 10 DL plf for every 1 ft. of vert. ht. Soil assumed compacted to 1500 psf Concrete Compressive Strength 2500 psi Steel Yield Strength 4000 psi All beams and footings are referenced on the drawings page Project: Brudvik / JM Consulting&Design www.jmconsultingdesign.com ` 425.821.7518 of StruCalc Version 9.0.2.5 2/17/2016 1:03:28 PM Location: BM#01 Location: BM#08 Multi-Loaded Multi-Span Beam Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] [2015 International Building Code(2012 NDS)] 7.0 IN x 11.875 IN x 16.58 FT 3.5 IN x 11.875 IN x 12.0 FT 2.0E Parallam-iLevel Trus Joist 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By:9.5% Section Adequate By: 111.8% Controlling Factor:Deflection Controlling Factor:Moment Location: BM#02 Location:BM#09 Multi-Loaded Multi-Span Beam Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] [2015 International Building Code(2012 NDS)] 7.0 IN x 11.875 IN x 16.58 FT 1.75 IN x 11.875 IN x 5.58 FT 2.0E Parallam-iLevel Trus Joist 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By:27.0% Section Adequate By:392.0% Controlling Factor: Deflection Controlling Factor: Moment Location: BM#03 Location: BM#10 Multi-Loaded Multi-Span Beam Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 5.92 FT 1.75 IN x 9.5 IN x 13.42 FT #2-Douglas-Fir-Larch(North)-Dry Use 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By:41.1% Section Adequate By: 16.8% Controlling Factor:Moment Controlling Factor: Deflection Location: BM#04 Location: BM#11 Multi-Loaded Multi-Span Beam Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 10.42 FT(2.5+3.8+4.2) 3.5 IN x 11.875 IN x 18.0 FT(12+6) #2-Douglas-Fir-Larch(North)-Dry Use 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By:286.7% Section Adequate By: 18.8% Controlling Factor:Moment Controlling Factor: Deflection Location: BM#05 Location: BM#12 Multi-Loaded Multi-Span Beam Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] [2015 International Building Code(2012 NDS)] 1.75 IN x 11.875 IN x 7.75 FT 1.75 IN x 11.875 IN x 12.83 FT 1.7E Timberstrand LSL-iLevel Trus Joist 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By:310.1% Section Adequate By:24.1% Controlling Factor:Moment Controlling Factor:Moment Location: BM#06 Location: BM#13 Multi-Loaded Multi-Span Beam Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] [2015 International Building Code(2012 NDS)] 1.75 IN x 11.875 IN x 11.42 FT 7.0 IN x 11.875 IN x 16.33 FT 1.7E Timberstrand LSL-iLevel Trus Joist 2.0E Parallam-iLevel Trus Joist Section Adequate By:61.2% Section Adequate By:44.5% Controlling Factor:Deflection Controlling Factor: Deflection Location: BM#07 Location: BM#14 Multi-Loaded Multi-Span Beam Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] [2015 International Building Code(2012 NDS)] 1.75 IN x 11.875 IN x 8.0 FT 7.0 IN x 11.875 IN x 16.33 FT 1.7E Timberstrand LSL-iLevel Trus Joist 2.0E Parallam-iLevel Trus Joist Section Adequate By:424.1% Section Adequate By:72.1% Controlling Factor:Moment Controlling Factor: Deflection page Project: Brudvik / JM Consulting&Design www.jmconsultingdesign.com 425.821.7518 of StruCalc Version 9.0.2.5 2/17/2016 1:03:28 PM Location: BM#15 Location: FTG#01 Multi-Loaded Multi-Span Beam Footing [2015 International Building Code(2012 NDS)] [2015 International Building Code(2012 NDS)] 3.5 IN x 14.0 IN x 19.25 FT Footing Size:3.0 FT x 3.0 FT x 10.00 IN Level 2 Wolmanized Parallam-iLevel Trus Joist Reinforcement:#4 Bars @ 5.90 IN.O.C.E/W/(6)min. Section Adequate By: 11.2% Section Footing Design Adequate Controlling Factor:Deflection Location: BM#16 Location:FTG#02 Multi-Loaded Multi-Span Beam Footing [2015 International Building Code(2012 NDS)] [2015 International Building Code(2012 NDS)] 5.25 IN x 14.0 IN x 19.25 FT Footing Size:3.0 FT x 3.0 FT x 12.00 IN Level 2 Wolmanized Parallam-iLevel Trus Joist Section Footing Design Adequate Section Adequate By:22.2% Controlling Factor: Deflection Location: BM#17 Location: FTG#03 Multi-Loaded Multi-Span Beam Footing [2015 International Building Code(2012 NDS)] [2015 International Building Code(2012 NDS)] 5.5 IN x 11.5 IN x 14.17 FT Footing Size:3.0 FT x 3.0 FT x 12.00 IN #2-Douglas-Fir-Larch(North)-Dry Use Section Footing Design Adequate Section Adequate By:49.3% Controlling Factor:Moment Location: HDR#01 Location: FTG#04 Multi-Loaded Multi-Span Beam Footing [2015 International Building Code(2012 NDS)] [2015 International Building Code(2012 NDS)] 5.25 IN x 14.0 IN x 16.0 FT Footing Size:4.0 FT x 4.0 FT x 12.00 IN 2.0E Parallam-iLevel Trus Joist Reinforcement:#4 Bars @ 4.15 IN.O.C. E/W/(11)min. Section Adequate By:29.1% Section Footing Design Adequate Controlling Factor:Moment Location: HDR#02 Location:FTG#05 Multi-Loaded Multi-Span Beam Footing [2015 International Building Code(2012 NDS)] [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 9.0 FT Footing Size:2.5 FT x 2.5 FT x 10.00 IN 1.7E Timberstrand LSL-iLevel Trus Joist Section Footing Design Adequate Section Adequate By: 113.7% Controlling Factor:Moment Location:HDR#03 Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] 3.5INx9.25INx9.0FT 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By:53.4% Controlling Factor: Deflection Location: HDR#04 Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] 3.5INx9.25INx6.0FT 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By:272.9% Controlling Factor:Moment page Project: Brudvik / JM Consulting&Design Location: BM#01 www.jmconsultingdesign.com Multi-Loaded Multi-Span Beam 425.821.7518 of [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:28 PM 7.0INx11.875INx16.58FT 2.0E Parallam-iLevel Trus Joist Section Adequate By:9.5% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.50 IN U394 Dead Load 0.15 in Total Load 0.65 IN U304 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4808 lb 4808 lb Dead Load 1417 lb 1417 lb Total Load 6225 lb 6225 lb Bearing Length 1.19 in 1.19 in BEAM DATA Center Span Length 16.58 ft Unbraced Length-Top 0 ft 16.58 n Unbraced Length-Bottom 16.58 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 580 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 145 plf Base Values A rousted Beam Self Weight 26 plf Bending Stress: Fb= 2900 psi Fb'= 2903 psi Total Uniform Load 751 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc--L= 750 psi Fc--L'= 750 psi Controlling Moment: 25805 ft-lb 8.29 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5603 lb At a distance d from 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: 106.66 in3 164.52 in3 Area(Shear): 28.98 in2 83.13 in2 Moment of Inertia(deflection): 892.04 in4 976.83 in4 Moment: 25805 ft-lb 39805 ft-lb Shear: 5603lb 16071 lb NOTES page Project:Brudvik / JM Consulting&Design Location: BM#02 www.jmconsultingdesign.com Mufti-Loaded Multi-Span Beam 425.821.7518 or [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:28 PM 7.0INx11.875INx16.58FT 2.0E Parallam-iLevel Trus Joist Section Adequate By:27.0% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.44 IN L/457 Dead Load 0.13 in Total Load 0.57 IN U351 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 4145 lb 4145 lb Dead Load 1252 lb 1252 lb Total Load 5397 lb 5397 lb Bearing Length 1.03 in 1.03 in BEAM DATA Center Span Length 16.58 ft Unbraced Length-Top 0 ft 16.58 ft Unbraced Length-Bottom 16.58 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 500 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 125 plf Base Values Ad'usted Beam Self Weight 26 plf Bending Stress: Fb= 2900 psi Fb'= 2903 psi Total Uniform Load 651 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.J-to Grain: Fc-1= 750 psi Fc--L = 750 psi Controlling Moment: 22369 ft-lb 8.29 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4857 lb At a distance d from 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: 92.45 in3 164.52 in3 Area(Shear): 25.12 in2 83.13 in2 Moment of Inertia(deflection): 769 in4 976.83 in4 Moment: 22369 ft-lb 39805 ft-lb Shear: -4857lb 16071 lb NOTES page Project: Brudvik / JM Consulting&Design Location: BM#03 www.jmconsultingdesign.com Multi-Loaded Multi-Span Beam 425.821.7518 of [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:28 PM 3.5 IN x 9.25 IN x 5.92 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:41.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U1748 Dead Load 0.01 in Total Load 0.05 IN U1384 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A4 B Live Load 1608 lb 1608 lb Dead Load 423 lb 423 lb Total Load 2031 lb 2031 lb Bearing Length 0.93 in 0.93 in BEAM DATA Center Span Length 5.92 ft Unbraced Length-Top 0 ft 5.92 ft Unbraced Length-Bottom 5.92 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 543 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 136 plf Base Values Admusted Beam Self Weight 7 plf Bending Stress: Fb= 850 psi Fb'= 1020 psi Total Uniform Load 686 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-L to Grain: Fc-J-= 625 psi Fc--L = 625 psi Controlling Moment: 3006 ft-lb 2.96 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1503 lb At a distance d from 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: 35.36 in3 49.91 in3 Area(Shear): 12.53 in2 32.38 in2 Moment of Inertia(deflection): 47.55 in4 230.84 in4 Moment: 3006 ft-lb 4242 ft-lb Shear: 1503lb 3885lb NOTES page Project:Brudvik / JM Consulting&Design Location:BM#04 www.jmconsultingdesign.com Multi-Loaded Multi-Span Beam 425.821.7518 or [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:28 PM 3.5 IN x 9.25 IN x 10.42 FT(2.5+3.8+4.2) #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:286.7% Controlling Factor: Moment DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.00 IN UMAX 0.00 IN UMAX 0.01 IN U9149 Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.00 IN UMAX 0.00 IN UMAX 0.01 IN U7717 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B C ]Z Live Load 670 lb 2054 lb 2273 lb 780 lb Dead Load 127 lb 474 lb 584 lb 187 lb Total Load 797 lb 2528 lb 2857 lb 967 lb Uplift(1.5 F.S) -104 lb 0 lb 0 lb 0 lb Bearing Length 0.36 in 1.16 in 1.31 in 0.44 in BEAM DATA Left Center Right Span Length 2.5 ft 3.75 ft 4.17 ft 2.5 ft Av 3.75 ft 4.17 ft Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 2.5 ft 3.75 ft 4.17 ft Live Load Duration Factor 1.00 UNIFORM LOADS Left Center Right Notch Depth 0.00 Uniform Live Load 543 plf 543 plf 430 plf MATERIAL PROPERTIES Uniform Dead Load 136 plf 136 plf 108 plf #2-Douglas-Fir-Larch(North) Beam Self Weight 7 plf 7 plf 7 plf Base Values Adjusted Total Uniform Load 686 plf 686 plf 545 plf Bending Stress: Fb= 850 psi Fb'= 1014 psi Cd=1.00 C/=0.99 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-L to Grain: Fc-1= 625 psi Fc--L'= 625 psi Controlling Moment: -1090 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: 989 lb At a distance d from 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: 12.91 in3 49.91 in3 Area(Shear): 8.24 in2 32.38 in2 Moment of Inertia(deflection): 9.08 in4 230.84 in4 Moment: -1090 ft-lb 4216 ft-lb Shear: 989lb 3885lb NOTES ' page Project:Brudvik / JM Consulting&Design Location: BM#05 www.jmconsultingdesign.com Multi-Loaded Multi-Span Beam 425.821.7518 or [2015 International Building Code(2012 NDS)] 1.75 IN x 11.875 IN x 7.75 FT StruCalc Version 9.0.2.5 2/17/2016 1:03:28 PM 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By:310.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U2099 Dead Load 0.01 in Total Load 0.06 IN U1642 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 878 lb 878 lb Dead Load 244 lb 244 lb Total Load 1122 lb 1122 lb Bearing Length 0.73 in 0.73 in BEAM DATA Center Span Length 7.75 ft Unbraced Length-Top 0 ft 7.75 ft Unbraced Length-Bottom 7.75 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 227 plf 1.7E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 57 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 2600 psi Fb'= 2603 psi Total Uniform Load 290 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 400 psi Fv'= 400 psi Cd=1.00 Modulus of Elasticity: E= 1700 ksi E'= 1700 ksi Comp.-L to Grain: Fc-1= 880 psi Fc--L'= 880 psi Controlling Moment: 2175 ft-lb 3.88 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 853 lb At a distance d from 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: 10.03 in3 41.13 in3 Area(Shear): 3.2 in2 20.78 in2 Moment of Inertia(deflection): 41.87 in4 244.21 in4 Moment: 2175 ft-lb 8920 ft-lb Shear: 853lb 5542lb NOTES Project: Brudvik page JM Consulting&Design Location: BM#06 www.jmconsultingdesign.com Mufti-Loaded Multi-Span Beam 425.821.7518 of [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:28 PM 1.75 IN x 11.875 IN x 11.42 FT 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By:61.2% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.24 IN U580 Dead Load 0.07 in Total Load 0.30 IN U455 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS A_ B Live Load 2122 lb 1055 lb Dead Load 568 lb 301 lb Total Load 2690 lb 1356 lb Bearing Length 1.75 in 0.88 in BEAM DATA Center Span Length 11.42 ft Unbraced Length-Top 0 ft 11.42 ft Unbraced Length-Bottom 11.42 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 1.7E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 2600 psi Fb'= 2603 psi Total Uniform Load 6 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 400 psi Fv'= 400 psi Load Number One Two Three Cd=1.00 Left Live Load 165 plf 105 plf 528.3 plf Modulus of Elasticity: E= 1700 ksi E'= 1700 ksi Left Dead Load 41.3 plf 26.2 plf 132.3 plf Comp.-L to Grain: Fc-1= 880 psi Fc--L'= 880 psi Right Live Load 165 plf 105 plf 528.3 plf Controlling Moment: 5425 ft-lb Right Dead Load 41.3 plf 26.2 plf 132.3 plf 4.0 Ft from left support of span 2(Center Span) Load Start 4 ft 8. ft 0 ft Load End 8.75 ft 11.4242 ft 4 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4.75 ft 2.67 ft 4 ft Controlling Shear: 2081 lb At a distance d from 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: 25.01 in3 41.13 in3 Area(Shear): 7.8 in2 20.78 in2 Moment of Inertia(deflection): 151.45 in4 244.21 in4 Moment: 5425 ft-lb 8920 ft-lb Shear: 2081 lb 5542lb NOTES ' page Project: Brudvik / JM Consulting&Design Location: BM#07 www.jmconsultingdesign.com Multi-Loaded Multi-Span Beam 425.821.7518 of [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM 1.75 IN x 11.875 IN x 8.0 FT 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By:424.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U2621 Dead Load 0.01 in Total Load 0.05 IN U2033 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 660 lb 660 lb Dead Load 191 lb 191 lb Total Load 851 lb 851 lb Bearing Length 0.55 in 0.55 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft 8 ft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 165 plf 1.7E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 41 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 2600 psi Fb'= 2603 psi Total Uniform Load 213 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 400 psi Fv'= 400 psi Cd=1.00 Modulus of Elasticity: E= 1700 ksi E'= 1700 ksi Comp.1 to Grain: Fc-1= 880 psi Fc--L'= 880 psi Controlling Moment: 1702 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 647 lb At a distance d from 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: 7.85 in3 41.13 in3 Area(Shear): 2.43 in2 20.78 in2 Moment of Inertia(deflection): 33.54 in4 244.21 in4 Moment: 1702 ft-lb 8920 ft-lb Shear: 647lb 5542lb NOTES page Project:Brudvik / JM Consulting&Design Location: BM#08 www.jmconsultingdesign.com Multi-Loaded Multi-Span Beam 425.821.7518 of [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM 3.5INx11.875INx12.0FT 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By: 111.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN U854 Dead Load 0.09 in Total Load 0.26 IN U548 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1800 lb 1800 lb Dead Load 1008 lb 1008 lb Total Load 2808 lb 2808 lb Bearing Length 0.91 in 0.91 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft 12ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 300 plf 1.7E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 155 plf Base Values Ad'usted Beam Self Weight 13 plf Bending Stress: Fb= 2600 psi Fb'= 2603 psi Total Uniform Load 468 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 400 psi Fv'= 400 psi Cd=1.00 Modulus of Elasticity: E= 1700 ksi E'= 1700 ksi Comp.-L to Grain: Fc-1= 880 psi Fc--L'= 880 psi Controlling Moment: 8424 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: -2359 lb At a distance d from 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: 38.84 in3 82.26 in3 Area(Shear): 8.84 in2 41.56 in2 Moment of Inertia(deflection): 214.03 in4 488.41 in4 Moment: 8424 ft-lb 17840 ft-lb Shear: -2359lb 11083lb NOTES page Project: Brudvik / JM Consulting&Design Location: BM#09 www.jmconsultingdesign.com Multi-Loaded Multi-Span Beam 425.821.7518 or [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM 1.75 IN x 11.875 IN x 5.58 FT 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By:392.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN U4202 Dead Load 0.01 in Total Load 0.02 IN U2736 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 846 lb 846 lb Dead Load 453 lb 453 lb Total Load 1299 lb 1299 lb Bearing Length 0.84 in 0.84 in BEAM DATA Center Span Length 5.58 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.58 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 303 plf 1.7E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 156 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 2600 psi Fb'= 2603 psi Total Uniform Load 466 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 400 psi Fv'= 400 psi Cd=1.00 Modulus of Elasticity: E= 1700 ksi E'= 1700 ksi Comp.-L to Grain: Fc-1= 880 psi Fc--L = 880 psi Controlling Moment: 1813 ft-lb 2.79 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -858 lb At a distance d from 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: 8.36 in3 41.13 in3 Area(Shear): 3.22 in2 20.78 in2 Moment of Inertia(deflection): 21.42 in4 244.21 in4 Moment: 1813 ft-lb 8920 ft-lb Shear: -858lb 5542lb NOTES page Project: Brudvik / JM Consulting&Design Location: BM#10 www.jmconsultingdesign.com Mufti-Loaded Multi-Span Beam 425.821.7518 of 12015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM 1.75 IN x 9.5 IN x 13.42 FT 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By: 16.8% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.38 IN U420 Dead Load 0.11 in Total Load 0.50 IN U324 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 749 lb 749 lb Dead Load 223 lb 223 lb Total Load 972 lb 972 lb Bearing Length 0.63 in 0.63 in BEAM DATA Center Span Length 13.42 ft Unbraced Length-Top 0 ft 13.42 ft Unbraced Length-Bottom 13.42 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 112 plf 1.7E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 28 plf Base Values Ad'usted Beam Self Weight 5 plf Bending Stress: Fb= 2600 psi Fb'= 2656 psi Total Uniform Load 145 plf Cd=1.00 CF=1.02 Shear Stress: Fv= 400 psi Fv'= 400 psi Cd=1.00 Modulus of Elasticity: E= 1700 ksi E'= 1700 ksi Comp.-L to Grain: Fc-1= 880 psi Fc-J-'= 880 psi Controlling Moment: 3260 ft-lb 6.71 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 874lb At a distance d from 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: 14.72 in3 26.32 in3 Area(Shear): 3.28 in2 16.63 in2 Moment of Inertia(deflection): 107.08 in4 125.03 in4 Moment: 3260 ft-lb 5827 ft-lb Shear: 874lb 4433lb NOTES Project:Brudvik page JM Consulting&Design Location: BM#11 www.jmconsultingdesign.com Multi-Loaded Multi-Span Beam 425.821.7518 of [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM 3.5INx11.875INx18.0FT(12+6) 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By: 18.8% Controlling Factor: Deflection DEFLECTIONS Center Right LOADING DIAGRAM Live Load -0.09 IN U1667 0.34 IN 2U428 Dead Load -0.02 in 0.10 in Total Load -0.11 IN U1315 0.44 IN 2U326 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 0 lb 1124 lb Dead Load -53 lb 510 lb Total Load -53 lb 1634 lb Uplift(1.5 F.S) -428 lb 0 lb Bearing Length 0.00 in 0.53 in BEAM DATA Center Right Span Length 12 ft 6 ft _12 ft eft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 12 ft 6 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Right Notch Depth 0.00 Uniform Live Load 0 plf 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 0 plf 1.7E Timberstrand LSL-iLevel Trus Joist Beam Self Weight 13 plf 13 plf Base Values Adjusted Total Uniform Load 13 plf 13 plf Bending Stress: Fb= 2600 psi Fb'= 2413 psi POINT LOADS-RIGHT SPAN Cd=1.00 C1=0.93 CF=1.00 Load Number One Shear Stress: Fv= 400 psi Fv'= 400 psi Cd=1.00 Live Load 749 lb Dead Load 223 lb Modulus of Elasticity: E= 1700 ksi E'= 1700 ksi Location 6 ft Comp.-L to Grain: Fc--L= 880 psi Fc--L'= 880 psi Controlling Moment: -6066 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: 1037 lb At a distance d from 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: Reg'd Provided Section Modulus: 30.16 in3 82.26 in3 Area(Shear): 3.89 in2 41.56 in2 Moment of Inertia(deflection): 411.11 in4 488.41 in4 Moment: -6066 ft-lb 16542 ft-lb Shear: 1037lb 11083lb NOTE page P'roject: Brudvik / JM Consulting&Design Location: BM#12 www.jmconsultingdesign.com Multi-Loaded Multi-Span Beam 425.821.7518 of [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM 1.75 IN x 11.875 IN x 12.83 FT 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By:24.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN U620 Dead Load 0.24 in Total Load 0.49 IN U314 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 753 lb 859 lb Dead Load 747 lb 847 lb Total Load 1500 lb 1706 lb Bearing Length 0.97 in 1.11 in TRI BEAM DATA Center ff Span Length 12.83 ft Unbraced Length-Top 0 ft 12.83 ft Unbraced Length-Bottom 12.83 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 1.7E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 0 plf Base Values Ad*usted Beam Self Weight 6 plf Bending Stress: Fb= 2600 psi Fb'= 2603 psi Total Uniform Load 6 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 400 psi Fv'= 400 psi Load Number One Two Cd=1.00 Left Live Load 237.5 plf 237.5 plf Modulus of Elasticity: E= 1700 ksi E'= 1700 ksi Left Dead Load 222.5 plf 222.5 plf Comp.-L to Grain: Fc--L= 880 psi Fc--L'= 880 psi Right Live Load 237.5 plf 0 plf Controlling Moment: 7190 ft-lb Right Dead Load 222.5 plf 0 plf Load Start 3.25 ft 7.25 ft 6.41 Ft from left support of span 2(Center Span) Load End 7.25 ft 12.83 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft 5.58 ft Controlling Shear: -1667 Ib At a distance d from 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: 33.15 in3 41.13 in3 Area(Shear): 6.25 in2 20.78 in2 Moment of Inertia(deflection): 186.87 in4 244.21 in4 Moment: 7190 ft-lb 8920 ft-lb Shear: -1667lb 5542lb NOTES Project: Brudvik page JM Consulting&Design Location: BM#13 www.jmconsultingdesign.com Multi-Loaded Multi-Span Beam 425.821.7518 of [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM 7.0INx11.875INx16.33FT 2.0E Parallam-iLevel Trus Joist Section Adequate By:44.5% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.38 IN U520 Dead Load 0.12 in Total Load 0.49 IN U398 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 3756 lb 3756 lb Dead Load 1151 lb 1151 lb Total Load 4907 lb 4907 lb Bearing Length 0.93 in 0.93 in BEAM DATA Center Span Length 16.33 ft Unbraced Length-Top 0 ft 16.33 ft Unbraced Length-Bottom 16.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 460 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 115 plf Base Values A 'ust d Beam Self Weight 26 plf Bending Stress: Fb= 2900 psi Fb'= 2903 psi Total Uniform Load 601 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc-1= 750 psi Fc--L'= 750 psi Controlling Moment: 20033 ft-lb 8.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4318 lb At a distance d from 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: 82.8 in3 164.52 in3 Area(Shear): 22.34 in2 83.13 in2 Moment of Inertia(deflection): 675.96 in4 976.83 in4 Moment: 20033 ft-lb 39805 ft-lb Shear: -4318lb 16071 lb NOTES page Project: Brudvik / JM Consulting&Design Location: BM#14 www.jmconsultingdesign.com Multi-Loaded Multi-Span Beam 425.821.7518 or [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM 7.0INx11.875INx16.33FT 2.0E Parallam-iLevel Trus Joist Section Adequate By:72.1% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.32 IN U619 Dead Load 0.10 in Total Load 0.42 IN U470 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 3125 lb 3321 lb Dead Load 993 lb 1042 lb Total Load 4118 lb 4363 lb Bearing Length 0.78 in 0.83 in BEAM DATA Center Span Length 16.33 ft Unbraced Length-Top 0 ft 16.33 ft Unbraced Length-Bottom 16.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 26 plf Bending Stress: Fb= 2900 psi Fb'= 2903 psi Total Uniform Load 26 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One Two Cd=1.00 Left Live Load 380 plf 460 plf Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Left Dead Load 95 plf 115 plf Comp.-L to Grain: Fc-L= 750 psi Fc-L'= 750 psi Right Live Load 380 plf 460 plf Controlling Moment: 16924 ft-lb Right Dead Load 95 plf 115 plf 8.16 Ft from left support of span 2(Center Span) Load Start 0 ft 13.33 ft Load End 13.33 ft 16.33 ft Created by combining all dead loads and live loads on span(s)2 Load Length 13.33 ft 3 ft Controlling Shear: -3774 Ib At a distance d from right 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: 69.95 in3 164.52 in3 Area(Shear): 19.52 in2 83.13 in2 Moment of Inertia(deflection): 567.71 in4 976.83 in4 Moment: 16924 ft-lb 39805 ft-lb Shear: -3774lb 16071 lb NOTES page Project: Brudvik / II JM Consulting&Design Location: BM#15 www.jmconsultingdesign.com Multi-Loaded Multi-Span Beam 425.821.7518 of [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM 3.5 IN x 14.0 IN x 19.25 FT Level 2 Wolmanized Parallam-iLevel Trus Joist Section Adequate By: 11.2% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.58 IN U400 Dead Load 0.18 in Total Load 0.76 IN U303 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 2101 lb 2101 lb Dead Load 672 lb 672 lb Total Load 2773 lb 2773 lb Bearing Length 2.15 in 2.15 in BEAM DATA Center Span Length 19.25 ft Unbraced Length-Top 0 ft 19.25 ft Unbraced Length-Bottom 19.25 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 218 plf Level 2 Wolmanized Parallam-iLevel Trus Joist Uniform Dead Load 55 plf Base Values ABC iusted Beam Self Weight 15 plf Bending Stress: Fb= 1827 psi Fb'= 1796 psi Total Uniform Load 288 plf Cd=1.00 CF=0.98 Shear Stress: Fv= 197 psi Fv'= 197 psi Cd=1.00 Modulus of Elasticity: E= 1460 ksi E'= 1460 ksi Comp.-L to Grain: Fc-1= 368 psi Fc--L'= 368 psi Controlling Moment: 13345 ft-lb 9.62 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2440 lb At a distance d from 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: 89.17 in3 114.33 in3 Area(Shear): 18.58 in2 49 in2 Moment of Inertia(deflection): 719.83 in4 800.33 in4 Moment: 13345 ft-lb 17112 ft-lb Shear: -2440lb 6435lb NOTES page Project: Brudvik / JM Consulting&Design Location: BM#16 www.jmconsultingdesign.com Muati-Loaded Multi-Span Beam 425.821.7518 of [2015 International Building Code(2012 NDS)] 5.25 IN x 14.0 IN x 19.25 FT StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM Level 2 Wolmanized Parallam-iLevel Trus Joist Section Adequate By:22.2% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.53 IN U440 Dead Load 0.17 in Total Load 0.70 IN U331 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A 51 Live Load 2868 lb 2868 lb Dead Load 938 lb 938 lb Total Load 3806 lb 3806 lb Bearing Length 1.97 in 1.97 in BEAM DATA Center Span Length 19.25 ft Unbraced Length-Top 0 ft 19.25 ft Unbraced Length-Bottom 19.25 ft Live Load Duration Factor 1.00 Notch Depth 0-00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 298 plf Level 2 Wolmanized Parallam-iLevel Trus Joist Uniform Dead Load 75 plf Base Values Adjusted Beam Self Weight 23 plf Bending Stress: Fb= 1827 psi Fb'= 1796 psi Total Uniform Load 395 plf Cd=1.00 CF=0.98 Shear Stress: Fv= 197 psi Fv'= 197 psi Cd=1.00 Modulus of Elasticity: E= 1460 ksi E'= 1460 ksi Comp.-L to Grain: Fc--L= 368 psi Fc--L = 368 psi Controlling Moment: 18318 ft-lb 9.62 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3350 lb At a distance d from 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: 122.4 in3 171.5 in3 Area(Shear): 25.5 in2 73.5 in2 Moment of Inertia(deflection): 982.63 in4 1200.5 in4 Moment: 18318 ft-lb 25667 ft-lb Shear: 3350lb 9653lb NOTES Project: Brudvik page JM Consulting&Design Location: BM#17 www.jmconsultingdesign.com MwIti-Loaded Multi-Span Beam 425.821.7518 of [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM 5.5 IN x 11.5 IN x 14.17 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:49.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN U954 Dead Load 0.06 in Total Load 0.24 IN U720 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1261 lb 1261 lb Dead Load 410 lb 410 lb Total Load 1671 lb 1671 lb Bearing Length 0.49 in 0.49 in BEAM DATA Center Span Length 14.17 ft Unbraced Length-Top 0 ft 14.17 ft Unbraced Length-Bottom 14.17 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 178 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 45 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 236 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.1 to Grain: Fc--L= 625 psi Fc-1'= 625 psi Controlling Moment: 5922 ft-lb 7.09 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1471 lb At a distance d from right 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: 81.21 in3 121.23 in3 Area(Shear): 12.98 in2 63.25 in2 Moment of Inertia(deflection): 262.92 in4 697.07 in4 Moment: 5922 ft-lb 8840 ft-lb Shear: -1471 lb 7168lb NOTES Project: Brudvik Page JM Consulting&Design Location: HDR#01 www.jmconsultingdesign.com Multi-Loaded Multi-Span Beam 425.821.7518 of [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM 5.25INx14.0INx16.0FT 2.0E Parallam-iLevel Trus Joist Section Adequate By:29.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.41 IN U474 Dead Load 0.20 in Total Load 0.61 IN U316 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B 2 Live Load 5705 lb 5703 lb Dead Load 2794 lb 2793 lb Total Load 8499 lb 8496 lb Bearing Length 2.16 in 2.16 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft 16ft - Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 460 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 195 plf Base Values Adiusted Beam Self Weight 23 plf Bending Stress: Fb= 2900 psi Fb'= 2851 psi Total Uniform Load 678 plf Cd=1.00 CF=0.98 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One Two Cd=1.00 Live Load 1124 lb 1124 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 510 lb 510 lb Comp.-L to Grain: Fc-1= 750 psi Fc--L'= 750 psi Location 1.33 ft 14.66 ft Controlling Moment: 31556 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 8.0 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 0 plf 225 plf Controlling Shear: 7711 lb Left Dead Load 0 plf 135 plf At a distance d from left support of span 2(Center Span) Right Live Load 225 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 135 plf 0 plf Load Start 0 ft 8 ft Comparisons with required sections: Read Provided Load End 8 ft 16 ft Section Modulus: 132.83 in3 171.5 in3 Load Length 8 ft 8 ft Area(Shear): 39.89 in2 73.5 in2 Moment of Inertia(deflection): 911.82 in4 1200.5 in4 Moment: 31556 ft-lb 40742 ft-lb Shear: 7711 lb 14210lb NOTES ' page 7FP,,j,,t: Brudvik / JM Consulting&Design ocation: HDR#02 www.jmconsultingdesign.com Multi-Loaded Multi-Span Beam 425.821.7518 of 2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM 3.5INx9.25INx9.0FT 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By: 113.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN U777 Dead Load 0.05 in Total Load 0.19 IN U563 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1499 lb 1827 lb Dead Load 535 lb 732 lb Total Load 2034 lb 2559 lb Bearing Length 0.66 in 0.83 in BEAM DATA Center 55 Span Length 9 ft Unbraced Length-Top 0 ft 9 ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 260 plf 1.7E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 65 plf Base Values Adiusted Beam Self Weight 10 plf Bending Stress: Fb= 2600 psi Fb'= 2663 psi Total Uniform Load 335 plf Cd=1.00 CF=1.02 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 400 psi Fv'= 400 psi Cd=1.00 Load Number One Left Live Load 0 plf Modulus of Elasticity: E= 1700 ksi E'= 1700 ksi Left Dead Load 0 plf Comp.-L to Grain: Fc--L= 880 psi Fc--L'= 880 psi Right Live Load 219 plf Controlling Moment: 5183 ft-lb Right Dead Load 131.2 plf 4.77 Ft from left support of span 2(Center Span) Load Start 0 ft Load End 9 ft Created by combining all dead loads and live loads on span(s)2 Load Length 9 ft Controlling Shear: -2075 Ib At a distance d from 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: 23.35 in3 49.91 in3 Area(Shear): 7.78 in2 32.38 in2 Moment of Inertia(deflection): 106.94 in4 230.84 in4 Moment: 5183 ft-lb 11076 ft-lb Shear: -2075lb 86331b NOTES page Project: Brudvik JM Consulting&Design Location: HDR#03 www.jmconsultingdesign.com Multi-Loaded Multi-Span Beam 425.821.7518 of [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM 3.5 IN x 9.25 IN x 9.0 FT 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By:53.4% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN U552 Dead Load 0.05 in Total Load 0.25 IN U435 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 2340 lb 2340 lb Dead Load 631 lb 631 lb Total Load 2971 lb 2971 lb Bearing Length 0.96 in 0.96 in BEAM DATA Center Span Length 9 ft Unbraced Length-Top 0 ft s ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 520 plf 1.7E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 130 plf Base Values Adiusted Beam Self Weight 10 plf Bending Stress: Fb= 2600 psi Fb'= 2663 psi Total Uniform Load 660 plf Cd=1.00 CF=1.02 Shear Stress: Fv= 400 psi Fv'= 400 psi Cd=1.00 Modulus of Elasticity: E= 1700 ksi E'= 1700 ksi Comp.-L to Grain: Fc-1= 880 psi Fc--L'= 880 psi Controlling Moment: 6684 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: -2495 lb At a distance d from 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: 30.12 in3 49.91 in3 Area(Shear): 9.36 in2 32.38 in2 Moment of Inertia(deflection): 150.49 in4 230.84 in4 Moment: 6684 ft-lb 11076 ft-lb Shear: -2495lb 8633lb NOTES Project:Brudvik Page JM Consulting&Design Location: HDR#04 www.jmconsultingdesign.com Multi-Loaded Multi-Span Beam 425.821.7518 or [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 6.0 FT StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM 1.7E Timberstrand LSL-iLevel Trus Joist Section Adequate By:272.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U1864 Dead Load 0.01 in Total Load 0.05 IN U1468 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1560 lb 1560 lb Dead Load 420 lb 420 lb Total Load 1980 lb 1980 lb Bearing Length 0.64 in 0.64 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft s n Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 520 plf 1.7E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 130 plf Base Values Adjusted Beam Self Weight 10 plf Bending Stress: Fb= 2600 psi Fb'= 2663 psi Total Uniform Load 660 plf Cd=1.00 CF=1.02 Shear Stress: Fv= 400 psi Fv'= 400 psi Cd=1.00 Modulus of Elasticity: E= 1700 ksi E'= 1700 ksi Comp.-L to Grain: Fc-1= 880 psi Fc--L'= 880 psi Controlling Moment: 2971 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: -1505 lb At a distance d from 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: 13.39 in3 49.91 in3 Area(Shear): 5.64 in2 32.38 in2 Moment of Inertia(deflection): 44.59 in4 230.84 in4 Moment: 2971 ft-lb 11076 ft-lb Shear: -1505lb 8633lb NOTES page Project: Brudvik JM Consulting&Design Location:FTG#01 www.jmconsultingdesign.com Footing 425.821.7518 of [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM Footing Size:3.0 FT x 3.0 FT x 10.00 IN Reinforcement:#4 Bars @ 5.90 IN.O.C.E/W/(6)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3 ft Length: L= 3 ft Depth: Depth= 10 in �5.Sin—� Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 7 in 10 in Column Depth: n= 5.5 in ° n FOOTING CALCULATIONS 3 in Bearing Calculations: 3 k Ultimate Bearing Pressure: Qu= 1237 psf �— _7in� Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 8.1 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 16784 lb 10 in Allowable Bearing: Bear-A= 106356 lb o o - Beam Shear Calculations(One Way Shear): 1 T 3 inBeam Shear: Vu1 = 5478 lb Allowable Beam Shear: Vc1 = 16875 lb aft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 50 in Punching Shear: Vu2= 14768 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 60268 lb Live Load: PL= 8564 lb Allowable Punching Shear(ACI 11-36): vc2-b= 82031 lb Dead Load: PD= 2568 lb Allowable Punching Shear(ACI 11-37): vc2-c= 46875 lb Total Load: PT= 11132 lb Controlling Allowable Punching Shear: vc2= 46875 lb Ultimate Factored Load: Pu= 16784 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 725 lb Factored Moment: Mu= 75528 in-lb Nominal Moment Strength: Mn= 251888 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.62 in Steel Required Based on Moment: As(1)= 0.34 in2 Min.Code Req'd Reinf. Flex.Members(ACI-10.5.1): As(2)= 1.13 in2 Controlling Reinforcing Steel: As-reqd= 1.13 in2 Selected Reinforcement: #4's @ 5.9 in.o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in NOTES • page Project: Brudvik / JM Consulting&Design Location:FTG#02 www.jmconsultingdesign.com Footing 425.821.7518 or [2015 International Building Code(2012 NDS)] Footing Size:3.0 FT x 3.0 FT x 12.00 IN StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM Section Footing Design Adequate CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE F-5.5 in Width: W= 3 ft Length: L= 3 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 10 in COLUMN AND BASEPLATE SIZE 12 in Column Type: Wood Column Width: m= 5.5 in T Column Depth: n= 5.5 in 3 in FOOTING CALCULATIONS aft Bearing Calculations: [--5.5 in— Ultimate Bearing Pressure: Qu= 944 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Footing Area: Areq= 6.3 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 12481 lb �2 in Allowable Bearing: Bear-A= 70709 lb Beam Shear Calculations(One Way Shear): T 3 In Beam Shear: Vu1 = 2774 lb Allowable Beam Shear: Vc1 = 13200 lb 311 Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 62 in Punching Shear: Vu2= 10167 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 45353 lb Live Load: PL= 5705 lb Bending Calculations: Dead Load: PD= 2794 lb Factored Moment: Mu= 56164 in-lb Total Load: PT= 8499 lb Nominal Moment Strength: Mn= 82500 in-lb Ultimate Factored Load: Pu= 12481 lb NOTES Weight to resist uplift w/1.5 F.S.: U.R.= 870 lb page Project: Brudvik JM Consulting&Design Location: FTG#03 www.jmconsultingdesign.com Footing 425.821.7518 of [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM Footing Size:3.0 FT x 3.0 FT x 12.00 IN Section Footing Design Adequate CAUTIONS `Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE F-5.5 in—{ Width: W= 3 ft Length: L= 3 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 10 in COLUMN AND BASEPLATE SIZE 12 in Column Type: Wood Column Width: m= 7 in T Column Depth: n= 5.5 in 3 in FOOTING CALCULATIONS a n Bearing Calculations: 7 in—� Ultimate Bearing Pressure: Qu= 1057 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Footing Area: Areq= 7.05 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 14326 lb 12 in Allowable Bearing: Bear-A= 89994 lb T Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 3184 lb Allowable Beam Shear: Vc1 = 13200 lb a n Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 65 in Punching Shear: Vu2= 11413 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 47548 lb Live Load: PL= 7270 lb Bending Calculations: Dead Load: PD= 2245 lb Factored Moment: Mu= 64467 in-lb Total Load: PT= 9515 lb Nominal Moment Strength: Mn= 82500 in-lb Ultimate Factored Load: Pu= 14326 lb NOTES Weight to resist uplift w/1.5 F.S.: U.R.= 870 lb Project: Brudvik page JM Consulting&Design Location: FTG#04 www.jmconsultingdesign.com Footing 425.821.7518 or [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM Footing Size:4.0 FT x 4.0 FT x 12.00 IN Reinforcement:#4 Bars @ 4.15 IN.O.C. E/W/(11)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 4 ft Length: L= 4 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 7.5 in Column Depth: n= 7.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1306 psi Effective Allowable Soil Bearing Pressure: Qe= 1350 psi 7.5 in Required Footing Area: Areq= 15.48 sf Area Provided: A= 16.00 sf Baseplate Bearing: Bearing Required: Bear= 31482 lb 12 in Allowable Bearing: Bear-A= 155391 lb Beam Shear Calculations(One Way Shear): P — Beam Shear: Vu1 = 10330 lb 3 in Allowable Beam Shear: Vc1 = 29700 lb a n Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 63 in Punching Shear: Vu2= 28093 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 116944 lb Live Load: PL= 16030 lb Allowable Punching Shear(ACI 11-36): vc2-b= 141075 lb Dead Load: PD= 4862 lb Allowable Punching Shear(ACI 11-37): vc2-c= 77963 lb Total Load: PT= 20892 lb Controlling Allowable Punching Shear: vc2= 77963 lb Ultimate Factored Load: Pu= 31482 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1547 lb Factored Moment: Mu= 188894 in- Nominal Moment Strength: Mn= 608253 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.85 in Steel Required Based on Moment: As(1)= 0.65 in2 Min.Code Req'd Reinf. Flex.Members(ACI-10.5.1): As(2)= 1.98 in2 Controlling Reinforcing Steel: As-reqd= 1.98 in2 Selected Reinforcement: #4's @ 4.2 in.o.c.e/w(11)Min. Reinforcement Area Provided: As= 2.16 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 21 in NOTES F rudvikJM Consulting&Design FTG#05 www.jmconsultingdesign.com 425.821.7518 of [2015 International Building Code(2012 NDS)] StruCalc Version 9.0.2.5 2/17/2016 1:03:29 PM Footing Size:2.5 FT x 2.5 FT x 10.00 IN Section Footing Design Adequate CAUTIONS `Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 8 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS Bearing Calculations: 5.5 in Ultimate Bearing Pressure: Qu= 1053 psf Effective Allowable Soil Bearing Pressure:Qe= 1375 psf Required Footing Area: Areq= 4.78 sf Area Provided: A= 6.25 sf Baseplate Bearing: to in Bearing Required: Bear= 9882 lb Allowable Bearing: Bear-A= 70709 lb T Beam Shear Calculations(One Way Shear): a in Beam Shear: Vu1 = 2306 lb —L Allowable Beam Shear: Vc1 = 8800 lb 2.5 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 54 in Punching Shear: Vu2= 7881 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 31601 lb Live Load: PL= 4969 lb Bending Calculations: Dead Load: PD= 1610 lb Factored Moment: Mu= 37059 in-lb Total Load: PT= 6579 lb Nominal Moment Strength: Mn= 44000 in-lb Ultimate Factored Load: Pu= 9882 lb NOTES Weight to resist uplift w/1.5 F.S.: U.R.= 503 lb