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Report (57) - , ' /14 5T-2 a/4 -G.C4 c s OFFICE COPY li-at-i'rSL✓ //d Project:JT Roth Medallion lot 10 page Location:FIX CANITLEVERED JOIST AS INSTALLED AT BALANCE OF LA mark stewart Multi-Loaded Multi-Span Beam (, mark stewart home design !' 22582 sw main st#309 [2009 International Building Code(2005 NDS)] sherwood,or 97140c/ 1.5 IN x 9.25 IN x 19.0 FT(12+4+3) #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 1.4% StruCalc Version 8.0.113.0 3/27/2018 1:41:51 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Left Center Right Live Load 0.06 IN L/2298 0.00 IN UMAX 0.00 IN UMAX Dead Load 0.05 in 0.00 in 0.00 in Total Load 0.11 IN U1259 -0.01 IN U6436 0.00 IN UMAX Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B C D Live Load 192 lb 535 lb -61 lb 93 lb Dead Load 159 lb 442 lb -50 lb 77 lb Total Load 351 lb 977 lb -50 lb 169 lb Uplift(1.5 F.S) 0 lb 0 lb -111 lb 0 lb Bearing Length 0.37 in 1.04 in 0.00 in 0.18 in BEAM DATA Left Center Right Span Length 12 ft O ft 3 ft Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 12 ft 4 ft 3 ft UNIFORM LOADS Left Center Right Live Load Duration Factor 1.00 Uniform Live Load 40 plf 40 plf 40 plf Notch Depth 0.00 Uniform Dead Load 30 plf 30 plf 30 plf MATERIAL PROPERTIES Beam Self Weight 3 plf 3 plf 3 plf #2-Douglas-Fir-Larch Total Uniform Load 73 plf 73 plf 73 plf Base Values Adiusted Bending Stress: Fb= 900 psi Fb'= 594 psi Cd=1.00 CI=0.60 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-I-to Grain: Fc-1= 625 psi Fc-12= 625 psi Controlling Moment: -1045 ft-lb /``" $7 ^ ' Over right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s)1,2,3 Controlling Shear: -525 lb At right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s)1,2,3 Comparisons with required sections: Reo'd Provided Section Modulus: 21.09 in3 21.39 in3 Area(Shear): 4.38 in2 13.88 in2 Moment of Inertia(deflection): 18.85 in4 98.93 in4 Moment: -1045 ft-lb 1059 ft-lb Shear: -525 lb 1665 lb R Page Project:JT Roth Medallion lot 10 mark stewart Location:TEST CANITLEVERED JOIST X-1 AS INSTALLED AT BALANCE + ) mark stewart home design Multi-Loaded Multi-Span Beam " rk . s 22582 sw main st#309 [2009 International Building Code(2005 NDS)] sherwood,or 97140 1.5 IN x 9.25 IN x 19.0 FT(12+7) #2-Douglas-Fir-Larch-Dry Use Section Inadequate By:68.8°I° SLOADI Version 8.0.113.0 3/27/2018 1:39:16 PM Controlling Factor:Moment/Depth Required 12.02 In. LOADING DIAGRAM DEFLECTIONS Center Right Live Load 0.12 IN U1222 0.43 IN 2U390 Dead Load 0.02 in 0.17 in Total Load 0.14 IN L/1054 0.60 IN 2L1278 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 240 lb 602 lb Dead Load 131 lb 496 lb Total Load 371 lb 1098 lb w w Bearing Length 0.40 in 1.17 in BEAM DATA Center Right 72n 7ft Span Length 12 ft 7 ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 12 ft 7 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Right Notch Depth 0.00 Uniform Live Load 40 plf 40 plf MATERIAL PROPERTIES Uniform Dead Load 30 plf 30 plf #2-Douglas-Fir-Larch Beam Self Weight 3 Of 3 plf Base Values Adjusted Total Uniform Load 73 plf 73 plf Bending Stress: Fb= 900 psi Fb'= 594 psi Cd=1.00 C/=0.60 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. to Grain: Fc- ! = 625 psi Fc--i-'= 625 psi Controlling Moment: -1789 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)3 Controlling Shear: -587 lb At 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: Req'd Provided Section Modulus: 36.12 in3 21.39 in3 Area(Shear): 4.89 in2 13.88 in2 Moment of Inertia(deflection): 91.29 in4 98.93 in4 Moment: -1789 ft-lb 1059 ft-lb Shear: -587 lb 1665 lb i Project:JT Roth Medallion lot 10 page mark stewart / Location:FIX CANITLEVERED JOIST X-1 AS INSTALLED AT TOP OF ST � mark stewart home design Multi-Loaded Multi-Span Beam ,, 22582 sw main st#309 " of [2009 International Building Code(2005 NDS)] Namosherwood,or 97140 1.5INx9.25INx19.0FT(12+4+3) #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 1.1% StruCalc Version 8.0.113.0 3/27/2018 1:35:12 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Left Center Right Live Load 0.07 IN U2209 -0.01 IN U8431 0.00 IN UMAX Dead Load 0.05 in 0.00 in 0.00 in Total Load 0.12 IN U1233 -0.01 IN 05346 0.00 IN 09685 Live Load Deflection Criteria:11360 Total Load Deflection Criteria:U240 REACTIONS A B C D Live Load 195 lb 541 lb 525 lb 367 lb Dead Load 159 lb 444 lb -77 lb 57 lb TR1 Total Load 353 lb 985 lb 448 lb 423 lb w w Uplift(1.5 F.S) 0 lb 0 lb 310 lb 0 lb `" Bearing Length 0.38 in 1.05 in 0.48 in 0.45 in BEAM DATA Left Center Right —4ft 3ft 12ft C D Span Length 12 ft 4 ft 3 ft Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 12 ft 4 ft 3 ft UNIFORM LOADS Left Center Right Live Load Duration Factor 1.00 Uniform Live Load 40 plf 40 plf 35 plf Notch Depth 0.00 Uniform Dead Load 30 plf 30 plf 15 plf MATERIAL PROPERTIES Beam Self Weight 3 plf 3 plf 3 plf #2-Douglas-Fir-Larch Total Uniform Load 73 plf 73 plf 53 plf Base Values Adiusted TRAPEZOIDAL LOADS-RIGHT SPAN Bending Stress: Fb= 900 psi Fb'= 594 psi Load Number One Cd=1.00 CI=0.60 CF=1.10 Left Live Load 200 plf Shear Stress: Fv= 180 psi Fv'= 180 psi Left Dead Load 0 plf Cd=1.00 Right Live Load 200 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Right Dead Load 0 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Load Start 0 ft Comp.-L to Grain: Fc--I-= 625 psi Fc--L'= 625 psi Load End 3 ft Load Length 3 ft Controlling Moment: -1048 ft-lb Over right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s)1,2 Controlling Shear: -525 lb At right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Req'd, Provided Section Modulus: 21.16 in3 21.39 in3 Area(Shear): 4.38 in2 13.88 in2 Moment of Inertia(deflection): 19.26 in4 98.93 in4 Moment: -1048 ft-lb 1059 ft-lb Shear: -525 lb 1665 lb 0• Project:JT Roth Medallion lot 10 page mark stewart / lt Location:TEST CANITLEVERED JOIST X-1 AS INSTALLED AT TOP OF S ��+�� mark stewart home design Multi-Loaded Multi-Span Beam i ' 22582 sw main st#309 [2009 International Building Code(2005 NDS)] of sherwood,or 97140 1.5 IN x 9.25 IN x 19.0 FT(12+7) #2-Douglas-Fir-Larch-Dry Use Section Inadequate By:380.3% SLOADI Version 8.0.113.0 3/27/2018 1:28:38 PM Controlling Factor:Moment/Depth Required 20.27 In. LOADING DIAGRAM DEFLECTIONS Center Right Live Load -0.43 IN 0334 1.95 IN 2U86 Dead Load 0.02 in 0.17 in Total Load -0.42 IN L/343 2.13 IN 2U78 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 240 lb 1477 lb Dead Load 131 lb 496 lb R' Total Load 371 lb 1973 lb w Uplift(1.5 FS) 470 lb 0 lb Bearing Length 0.40 in 2.10 in BEAM DATA Center Right ' 12 ft- 7 ft ----; Span Length 12 ft 7 ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 12 ft 7 ft UNIFORM LOADS Center Right Live Load Duration Factor 1.00 Uniform Live Load 40 plf 40 plf Notch Depth 0.00 Uniform Dead Load 30 plf 30 plf MATERIAL PROPERTIES Beam Self Weight 3 plf 3 plf #2-Douglas-Fir-Larch Total Uniform Load 73 plf 73 plf Base Values Adjusted TRAPEZOIDAL LOADS-RIGHT SPAN Bending Stress: Fb= 900 psi Fb'= 594 psi Load Number One Cd=1.00 C1=0.60 CF=1.10 Left Live Load 200 plf Shear Stress: Fv= 180 psi Fv'= 180 psi Left Dead Load 0 plf Cd=1.00 Right Live Load 200 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Right Dead Load 0 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Load Start 4 ft Comp.1-to Grain: Fc--I-= 625 psi Fc-1'= 625 psi Load End 7 ft Load Length 3 ft Controlling Moment: -5089 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)3 Controlling Shear: 1111 lb At left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Req'd Provided Section Modulus: 102.75 in3 21.39 in3 Area(Shear): 9.26 in2 13.88 in2 Moment of Inertia(deflection): 414.41 in4 98.93 in4 Moment: -5089 ft-lb 1059 ft-lb Shear: 1111 lb 1665 lb