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Project: Kreger_Myers page <br /> Jeff Miller !0 <br /> Location: BM#08 JM Consulting&Design ' <br /> Multi-Loaded Multi-Span Beam 14137 105th Avenue NE of <br /> [2015 International Building Code(2015 NDS)] Kirkland,WA.98034 <br /> 3.5 IN x 9.25 IN x 6.0 FT StruCalc Version 10.0.1.6 10/27/2017 11:13:21 AM <br /> #2-Douglas-Fir-Larch(North)-Dry Use <br /> Section Adequate By: 89.1% <br /> Controlling Factor: Moment <br /> DEFLECTIONS Center LOADING DIAGRAM <br /> Live Load 0.03 IN L/2576 <br /> Dead Load 0.02 in <br /> Total Load 0.05 IN L/1590 <br /> Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 <br /> REACTIONS A <br /> Live Load 1062 lb 1062 lb <br /> Dead Load 658 lb 658 lb <br /> Total Load 1720 lb 1720 lb <br /> Bearing Length 0.79 in 0.79 in <br /> w <br /> BEAM DATA Center <br /> Span Length 6 ft <br /> Unbraced Length-Top 0 ft 6 ft B <br /> Unbraced Length-Bottom 6 ft <br /> Live Load Duration Factor 1.15 <br /> Notch Depth 0.00 <br /> UNIFORM LOADS Center <br /> MATERIAL PROPERTIES Uniform Live Load 354 plf <br /> #2-Douglas-Fir-Larch(North) Uniform Dead Load 213 plf <br /> Base Values Adjusted Beam Self Weight 7 plf <br /> Bending Stress: Fb= 850 psi Fb'= 1173 psi Total Uniform Load 573 plf <br /> Cd=1.15 CF=1.20 <br /> Shear Stress: Fv= 180 psi Fv'= 207 psi <br /> Cd=1.15 <br /> Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi <br /> Comp.L to Grain: Fc- L= 625 psi Fc- = 625 psi <br /> Controlling Moment: 2581 ft-lb <br /> 3.0 Ft from left support of span 2(Center Span) <br /> Created by combining all dead loads and live loads on span(s)2 <br /> Controlling Shear: -1308 lb <br /> At a distance d from right support of span 2(Center Span) <br /> Created by combining all dead loads and live loads on span(s)2 <br /> Comparisons with required sections: Req'd Provided <br /> Section Modulus: 26.4 in3 49.91 in3 <br /> Area(Shear): 9.47 in2 32.38 in2 <br /> Moment of Inertia(deflection): 26.12 in4 230.84 in4 <br /> Moment: 2581 ft-lb 4879 ft-lb <br /> Shear: -1308 lb 4468 lb <br /> NOTES <br /> // IV <br />