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Specifications (6) . s700- Ye-le 7 Citi fizz_ age Project. FOUR D CONST James Rowell Location:DECK JOISTS Alan Mascord Design Floor Joist 2187 NW Reed St, Suite 100 I of [2015 International Residential Code(2015 NDS)] Portland,OR 97210 1.5 IN x 9.25 IN x 9.75 FT Pressure Treated(6.8+3)©16 O.C. StruCalc Version 10.0.1.6 4/10/2018 2:22:23 PM #2-Douglas-Fir-Larch-Wet Use Section Adequate By:215.1% Controlling Factor:Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.03 IN 02934 0.04 IN 201740 Dead Load 0.00 in 0.00 in Total Load 0.03 IN 02698 0.04 IN 201726 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS @ a Live Load 270 lb 563 lb Dead Load 36 lb 94 lb Total Load 306 lb 657 lb Uplift(1.5 F.S) -29 lb 0 lb Bearing Length 0.49 in 1.05 in SUPPORT LOADS A Live Load 203 plf 422 plf 5.75 ft 3 ft Dead Load 27 plf 71 plf Total Load 230 plf 493 plf MATERIAL PROPERTIES JOIST DATA Center Right #2-Douglas-Fir-Larch Span Length 6.75 ft 3 ft Base Values Adjusted Unbraced Length-Top 0 ft 0 ft Bending Stress: Fb= 900 psi Fb'= 742 psi Unbraced Length-Bottom 0 ft 0 ft Cd=1.00 CI=0.82 CF=1.10 Cr=1.15 Ci=0.80 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Fv= 180 psi Fv'= 140 psi Floor Duration Factor 1.00 Cd=1.00 Cm=0.97 Ci=0.80 Modulus of Elasticity: E= 1600 ksi E= 1368 ksi JOIST LOADING Cm=0.90 Ci=0.95 Uniform Floor Loading Center Right Comp.-L to Grain: Fc--L= 625 psi Fc- L'= 419 psi Live Load LL= 60 psf 60 psf Cm=0.67 Dead Load DL= 10 psf 10 psf Total Load TL= 70 psf 70 psf Controlling Moment: -420 ft-lb TL Adj.For Joist Spacing wT= 93.3 plf 93.3 plf Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: -308 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)2,3 Comparisons with required sections: Redd Provided Section Modulus: 6.79 in3 21.39 in3 Area(Shear): 3.31 in2 13.88 in2 Moment of Inertia(deflection): 27.28 in4 98.93 in4 Moment: -420 ft-lb 1323 ft-lb Shear: -308 lb 1292 lb )NOTES ProjP_'r 42r biAD FOUR D CONST age James Rowell Location: L1-DECK BEAM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St, Suite 100 or [2015 International Residential Code(2015 NDS)] Portland,OR 97210 3.5 IN x 11.25 IN x 8.67 FT Pressure Treated #2-Douglas-Fir-Larch-Wet Use StruCalc Version 10.0.1.6 4/10/2018 2:19:34 PM Section Adequate By:3.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN 1J1099 Dead Load 0.02 in Total Load 0.11 IN 0927 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1834 lb 1834 lb Dead Load 340 lb 340 lb Total Load 2174 lb 2174 lb Bearing Length 1.48 in 1.48 in BEAM DATA Center Span Length 8.67 ft Untraced Length-Top 0 ft Unbraced Length-Bottom 8.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 423 plf Base Values Adjusted Uniform Dead Load 70 plf Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 792 psi Total Uniform Load 502 plf Cd=1.00 CF=1.10 Ci=0.80 Shear Stress: Fv= 180 psi Re= 140 psi Cd=1.00 Cm=0.97 Ci=080 Modulus of Elasticity: E= 1600 ksi E'= 1368 ksi Cm=0.90 Ci=0.95 Comp.-1-to Grain: Fc- = 625 psi Fc--1-'= 419 psi Cm=0.67 Controlling Moment: 4712 ft-lb 4.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1739 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: Req'c( Provided Section Modulus: 71.4 in3 73.83 in3 Area(Shear): 18.68 in2 39.38 in2 Moment of Inertia(deflection): 136 in4 415.28 in4 Moment: 4712 ft-lb 4873 ft-lb Shear: -1739 lb 3667 lb NOTES