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: <br /> Project:Megan Wilaby ge <br /> Location:PT 2x6 HF2©16"O.C.DECK JOISTS AmericanHomePlanners <br /> Floor Joist <br /> 2812 Colby Avenue lb.of <br /> [2015 International Building Code(2012 NDS)] „�' - ;Everett WA 98201 <br /> 1.5INx7.25INx7.OFT @16O.C. <br /> #2-Hem-Fir-Wet Use StruCalc Version 9.0.2.5 5/13/2016 3:37:32 PM <br /> Section Adequate By:109.7% <br /> Controlling Factor:Moment <br /> DEFLECTIONS Center LOADING DIAGRAM <br /> Live Load 0.08 IN L/1083 <br /> Dead Load 0.02 in <br /> Total Load 0.10 IN L/867 <br /> Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 <br /> REACTIONS A <br /> Live Load 280 lb 280 lb <br /> Dead Load 70 lb 70 lb <br /> Total Load 350 lb 350 lb <br /> Bearing Length 0.86 in 0.86 in <br /> SUPPORT LOADS A • <br /> B <br /> Live Load 210 plf 210 plf <br /> 7n <br /> Dead Load 53 plf 53 plf - ---- - - — — _ <br /> Total Load 263 plf 263 plf <br /> MATERIAL PROPERTIES <br /> #2-Hem-Fir JOIST DATA Center <br /> Base Values Adjusted Span Length 7 ft <br /> Bending Stress: Fb= 850 psi Fb'= 1173 psi Unbraced Length-Top 0 ft <br /> Cd=1.00 CF=1.20 Cr-1.15 Unbraced Length-Bottom 0 ft <br /> Shear Stress: Fv= 150 psi Fv'= 146 psi Floor sheathing applied to top of joists-top of joists fully braced. <br /> Cd=1.00 Cm=0.97 Floor Duration Factor 1.00 <br /> Modulus of Elasticity: E= 1300 ksi E'= 1170 ksi <br /> Cm=0.90 JOIST LOADING <br /> Uniform Floor Loading Center <br /> Comp.-1-to Grain: Fc- I-= 405 psi Fc---'= 271 psi Live Load LL= 60 psf <br /> Cm=0.67 Dead Load DL= 15 psf <br /> Controlling Moment: 612 ft-lb Total Load TL= 75 psf <br /> TL Adj.For Joist Spacing wT= 100 plf <br /> 3.5 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: -350 lb <br /> At 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: 6.27 in3 13.14 in3 <br /> Area(Shear): 3.61 in2 10.88 in2 <br /> Moment of Inertia(deflection): 21.1 in4 47.63 in4 <br /> Moment: 612 ft-lb 1284 ft-lb <br /> Shear: -350 lb 1055 lb <br /> NOTES <br />