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Project: .;age <br /> E--: Bob Wicks <br /> Fioonceiling joists-Bid 1 Second Floor Circa Architects <br /> Floor Joist _ 1624 Grove Street Suite C d c` <br /> (2012 International Building Code(2012.NOS)} Marysville,WA 98270 <br /> 1.5 IN x 9.'25 IN x 6.68 FT @ 16 0.C. <br /> #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9,0.1.4 2 27/2019 10:03:19 AM <br /> Section Adequate By: 328.6% <br /> Controlling Factor: Moment <br /> DEFLECTIONS Center LOADING DIAGRAM <br /> Live Load 0.02 IN L15311 <br /> Dead Load 0.01 in <br /> Total Load 0.02 IN L/3293 <br /> Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 <br /> REACTKM S H $ <br /> Live Load 178 lb 178 lb <br /> Dead Load 142 lb 85 lb <br /> Total Load 320 lb 264 lb 1 <br /> Bearing Length 0.34 in 0.28 in <br /> BEAM DATA Center ===== - <br /> Span Length 6.68 ft <br /> Unbraced Length-Top O ft A s sa ft =11 <br /> Unbraced Length-Bottom 0 ft <br /> Floor sheathing applied to top of joists-top of joists fully braced. <br /> Floor Duration Factor 1.00 <br /> MATERIAL PROPERTIES JOIST LOADING <br /> #2- ERIDouALs-Fir Uniform Floor Loading Center <br /> Live Load LL= 40 psf <br /> Base Values Adjusted <br /> Dead Load <br /> Bending Stress: Fb= 900 psi Fb'= 1139 psi L= 15 psf <br /> Cd=1.00 CF=1.10 Cr=1.15 Total Load T TL= 55 psf <br /> Shear Stress: Fv= 180 psi Fv'= 180 psi TL Adj. For Joist Spacing wT= 73.3 plf <br /> Cd=1.GG Wall Loading <br /> Wall One <br /> Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load( to Joists): L1 = 0 plf <br /> Comp.-I-to Grain: Fc- L.= 625psi Fc--I-'= 625 psi <br /> p Dead Load(-I-to Joists):D1 = 70 Of <br /> Load Location X1 = 1.33 ft <br /> Controlling Moment: 473 ft-lb <br /> 3.07 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: 320 lb <br /> At left 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: 4.99 in3 21.39 in3 <br /> Area(Shear): 2.66 in2 13.88 in2 <br /> Moment of inertia(deflection): 10.81 in4 98.93 in4 <br /> Moment: 473 ft-lb 2029 ft-lb <br /> Shear: 320 lb 1665 lb <br /> ILP <br />