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Ho L I (-/zl = 44,3'3' (At 2 4 otrir p�� o fc 20°4 2o'l,r to( IMP S lo" Pew ROWELL ENGINEERING & DESIGN By Date Project Sheet of 0e.c-Abtii &Awv To Suff6,z-T Roof PoOT I-COD LL 3� PO?)G ( 2/') - 39690 ()L. ) 3041 ( It/z) I S 3(o r� = 4596d ii( 1 (ASL 4 x Of *Z ROWELL ENGINEERING & DESIGN By Date Project Sheet of • Project:Bauer Remodel [ e5 Location:FJ1 -Floor Joist y Rowell Engineering Multi-Loaded Multi-Span Beam c i 10570 SE Washington Street Ste 212 of [2015 International Building Code(2012 NDS)] ;d;;. Portland,OR 97216 1.5 IN x 9.25 IN x 2.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 10/23/2015 3:14:52 PM Section Adequate By:73.5% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN U7625 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 542 lb 270 lb Dead Load 418 lb 190 lb Total Load 960 lb 461 lb Bearing Length 1.02 in 0.49 in BEAM DATA Center Span Length 2.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 2.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 53 plf #2-Douglas-Fir-Larch Uniform Dead Load 13 plf Base Values Adjusted Beam Self Weight 3 plf Bending Stress: Fb= 900 psi Fb'= 1139 psi Total Uniform Load 69 plf Cd=1.00 CF=1.10 Cr=-1.15 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 680 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 568 lb Comp.-L to Grain: Fc- = 625 psi Fc-1'= 625 psi Location 0.75 ft Controlling Moment: 700 ft-lb 0.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 960 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 7.38 in3 21.39 in3 Area(Shear): 8 in2 13.88 in2 Moment of Inertia(deflection): 3.11 in4 98.93 in4 Moment: 700 ft-lb 2029 ft-lb Shear: 960 lb 1665 lb Project:Bauer Remodel a s ■••• Todd Rowell ft 5 Location:FB1 -Existing Floor Beam 7'-0"span 7 c F, - ,1 ' Rowell Engineering Multi-Loaded Multi-Span Beam " a*" 10570 SE Washington Street Ste 212 or [2015 International Building Code(2012 NDS)] Portland,OR 97216 3.5 IN x 7.25 IN x 7.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 10/23/2015 3:13:42 PM Section Inadequate By: 107.8% Controlling Factor: Moment/Depth Required 10.45 In. DEFLECTIONS Center LOADING DIAGRAM Live Load 0.22 IN U375 Dead Load 0.13 in Total Load 0.35 IN L/237 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 2583 lb 2583 lb Dead Load 1500 lb 1500 lb Total Load 4083 lb 4083 lb Bearing Length 1.87 in 1.87 in BEAM DATA Center Span Length 7 ft T= --•-. 1 Unbraced Length-Top 0 ft Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 738 plf Uniform Dead Load 423 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1346 psi Total Uniform Load 1167 plf Cd=1.15 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Controlling Moment: 7145 ft-lb 3.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4083 lb At 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: 63.72 in3 30.66 in3 Area(Shear): 29.59 in2 25.38 in2 Moment of Inertia(deflection): 112.51 in4 111.15 in4 Moment: 7145 ft-lb 3438 ft-lb Shear: 4083 lb 3502 lb -110 Project:Bauer Remodel rte- ; Todd Rowell Location:FB1 -Existing Floor Beam-4'-9"span 'z Rowell Engineering Bering Multi-Loaded Multi-Span Beam �`" 10570 SE Washington Street Ste 212 [2015 International Building Code 2012 NDS)] "'"""" or 9 ( )] Portland,OR 97216 3.5 IN x 7.25 IN x 4.75 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 10/23/2015 3:13:04 PM Section Adequate By:4.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN U1199 Dead Load 0.03 in Total Load 0.08 IN U759 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 1753 lb 1753 lb Dead Load 1018 lb 1018 lb Total Load 2770 lb 2770 lb Bearing Length 1.27 in 1.27 in BEAM DATA Center Span Length 4.75 ft Unbraced Length-Top 0 ft 4.75 ft �� y Unbraced Length-Bottom 4.75 ft I. Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 738 plf Uniform Dead Load 423 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1346 psi Total Uniform Load 1167 plf Cd=1.15 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-L to Grain: Fc- L= 625 psi Fc--- = 625 psi Controlling Moment: 3290 ft-lb 2.38 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2770 lb At 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: 29.34 in3 30.66 in3 Area(Shear): 20.08 in2 25.38 in2 Moment of Inertia(deflection): 35.16 in4 111.15 in4 Moment: 3290 ft-lb 3438 ft-lb Shear: 2770 lb 3502 lb Project:Bauer Remodel p . f_ Todd Rowell IT/Location:FB2-New Floor Beam for Roof Point Load �:� Rowell Engineering Multi-Loaded Multi-Span Beam "° 10570 SE Washington Street Ste 212 of [2015 International Building Code(2012 NDS)] - ,�Portland,OR 97216 3.5 IN x 7.25 IN x 2.5 FT —` #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 10/23/2015 3:14:53 PM Section Adequate By:2.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U3866 Dead Load 0.00 in Total Load 0.01 IN L/2411 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A a Live Load 2142 lb 918 lb Dead Load 1292 lb 558 lb Total Load 3434 lb 1476 lb Bearing Length 1.57 in 0.67 in k BEAM DATA Center Span Length 2.5 ft Unbraced Length-Top 0 ft 2.5 ft B Unbraced Length-Bottom 2.5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1346 psi Total Uniform Load 6 plf Cd=1.15 CF=1.30 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 207 psi Load Number One Cd=1.15 — Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 3060 lb Comp.-I-to Grain: Fc- = 625 psi Fc--L'= 625 psi Dead Load 1836 lb Location 0.75 ft Controlling Moment: 2574 ft-lb 0.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3434 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 22.96 in3 30.66 in3 Area(Shear): 24.88 in2 25.38 in2 Moment of Inertia(deflection): 11.07 in4 111.15 in4 Moment: 2574 ft-lb 3438 ft-lb Shear: 3434 lb 3502 lb