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Report .tit. s T.l c'/6, —vv S? fL�<� ,C[- rs( Project:JT ROTH CORBIN ESTATES LOT 7 page Mark Stewart Location: U-1 di a Mark Stewart Home Design Multi-Loaded Multi-Span Beam a?i uuR'',. 22582 SW Main St.#309 or [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.5 INx9.0INx12.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 12/21/2016 3:10:11 PM Section Adequate By:28.9% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center ` °' " '�"" Live Load 0.31 IN L/464 Dead Load 0.01 in DEC 2 2 2016 Total Load 0.32 IN L/452 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 OR OF TIGARD REACTIONS A Live Load 2400 lb 2400 lb 1/.111 PINGDIVISION Dead Load 64 lb 64 lb Total Load 2464 lb 2464 lb Bearing Length 0.69 in 0.69 in BEAM DATA Center 72k B Span Length 12 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 400 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0.01 Beam Self Weight 11 plf Notch Depth 0.00 Total Uniform Load 411 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min. Mod. of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.1 to Grain: Fc- = 650 psi Fc--- = 650 psi Controlling Moment: 7393 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2464 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: Reed Provided Section Modulus: 36.97 in3 74.25 in3 Area(Shear): 13.95 in2 49.5 in2 Moment of Inertia(deflection): 259.16 in4 334.13 in4 Moment: 7393 ft-lb 14850 ft-lb Shear: 2464 lb 8745 lb page Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location: M-3 k „„ Mark Stewart Home Design Multi-Loaded Multi-Span Beam */ tt t 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.25 IN x 11.875 IN x 16.0 FT(12+4) 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:11 PM Section Inadequate By:9.4% Controlling Factor:Deflection/Depth Required 12.24 In. CAUTIONS Negative cantilever deflection controls design. It is the designer's prerogative to ignore upward deflection. Verify all other span deflections for adequacy. DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.27 IN L/530 -0.29 IN 211330 Dead Load 0.00 in 0.00 in Total Load 0.28 IN L/521 -0.29 IN 211326 Live Load Deflection Criteria:11360 Total Load Deflection Criteria: 11240 REACTIONS A B Live Load 3718 lb 9226 lb Dead Load 104 lb 208 lb Total Load 3821 lb 9434 lb i Uplift(1.5 F.S) -670 lb 0 lb Bearing Length 0.97 in 2.40 in BEAM DATA Center Right Span Length 12 ft 4 ft A 12ft 4h-- 1 Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 12 ft 4 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Right Notch Depth 0.00 Uniform Live Load 55 plf 650 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 0 plf 2.0E Parallam-iLevel Trus Joist Beam Self Weight 19 plf 19 plf Base Values Adjusted Total Uniform Load 74 plf 669 plf Bending Stress: Fb= 2900 psi Fb'= 2903 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 290 psi Fv'= 290 psi Live Load 3075 lb Cd=1.00 Dead Load 0 lb Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Location 6 ft Comp.-I-to Grain: Fc-1-= 750 psi Fc-1'= 750 psi RIGHT SPAN Load Number One Controlling Moment: 17388 ft-lb Live Load 919 lb 6.0 Ft from left support of span 2(Center Span) Dead Load 0 lb Created by combining all dead loads and live loads on span(s)2 Location 4 ft Controlling Shear: -5837 lb At right support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2,3 Load Number One Two Left Live Load 650 plf 350 plf Comparisons with required sections: Req'd Provided Left Dead Load 0 plf 0 plf Section Modulus: 71.87 in3 123.39 in3 Right Live Load 650 plf 0 plf Area(Shear): 30.19 in2 62.34 in2 Right Dead Load 0 plf 0 plf Moment of Inertia(deflection): 801.45 in4 732.62 in4 Load Start 6 ft 0 ft Moment: 17388 ft-lb 29854 ft-lb Load End 12 ft 6 ft Shear: -5837 lb 12053 lb Load Length 6 ft 6 ft Project:JT ROTH CORBIN ESTATES LOT 7 page Mark Stewart Location: M-6A Mark Stewart Home Design Multi-Loaded Multi-Span Beam Alitlt1�'.- 22582 SW Main St.#309 o` [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.25 IN x 11.25 IN x 11.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:11 PM Section Adequate By: 15.2% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.33 IN L/415 Dead Load 0.01 in Total Load 0.34 IN U407 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 5592 lb 5538 lb Dead Load 106 lb 106 lb Total Load 5698 lb 5644 lb Bearing Length 1.45 in 1.43 in BEAM DATA Center Span Length 11.5 ft 111111111111111. Unbraced Length-Top 0 ft Unbraced Length-Bottom 11.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 55 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 73 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2921 psi Load Number One Cd=1.00 CF=1.01 Live Load 2847 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 9 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp. L to Grain: Fc-1= 750 psi Fc--- = 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 17577 ft-lb Left Live Load 850 plf 6.21 Ft from left support of span 2(Center Span) Left Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 850 plf Controlling Shear: 5698 lb Right Dead Load 0 plf At left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 9 ft Load Length 9 ft Comparisons with required sections: Req'd Provided Section Modulus: 72.21 in3 110.74 in3 Area(Shear): 29.47 in2 59.06 in2 Moment of Inertia(deflection): 540.92 in4 622.92 in4 Moment: 17577 ft-lb 26955 ft-lb Shear: 5698 lb 11419 lb page Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location: M-10 c t,,, Mark Stewart Home Design Multi-Loaded Multi-Span Beam ] 22582 SW Main St.#309 or [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5 IN x 11.875 IN x 4.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:12 PM Section Adequate By:683.2% LOADING DIAGRAM Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1000 lb 1000 lb Dead Load 26 lb 26 lb Total Load 1026 lb 1026 lb `" Bearing Length 0.39 in 0.39 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 500 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 2.0E Parallam-Level Trus Joist Total Uniform Load 513 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2903 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc- = 750 psi Fc-1'= 750 psi Controlling Moment: 1026 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1026 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: 4.24 in3 82.26 in3 Area(Shear): 5.31 in2 41.56 in2 Moment of Inertia(deflection): 10.8 in4 488.41 in4 Moment: 1026 ft-lb 19902 ft-lb Shear: 1026 lb 8035 lb Project:JT ROTH CORBIN ESTATES LOT 7 page Mark Stewart Location:M-11 Mark Stewart Home Design Multi-Loaded Multi-Span Beam 11-* 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5INx11.875lNx4.OFT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3.10:12 PM Section Adequate By:683 2% LOADING DIAGRAM Controlling Factor. Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1000 lb 1000 lb Dead Load 26 lb 26 lb 1 -47 , , f Total Load 1026 lb 1026 lb "' � .,_ Bearing Length 0.39 in 0.39 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 500 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 513 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2903 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc- = 750 psi Fc--- = 750 psi Controlling Moment: 1026 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1026 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: 4.24 in3 82.26 in3 Area(Shear): 5.31 in2 41.56 in2 Moment of Inertia(deflection): 10.8 in4 488.41 in4 Moment: 1026 ft-lb 19902 ft-lb Shear: 1026 lb 8035 lb Project: JT ROTH CORBIN ESTATES LOT 7 pace Mark Stewart Location: M-13 Mark Stewart Home Design Multi-Loaded Multi-Span Beam ;.Iiitld1 , 22582 SW Main St.#309 o' [2009 International Building Code(2005 NDS)] ,gin-'""' 3 Sherwood,OR 97140 5.5 INx11.5INx10.0FT #2 Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 12/21/2016 3:10:12 PM Section Adequate By: 20.1% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.13 IN L/944 Dead Load 0.00 in 1 Total Load 0.13 IN L/919 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2549 lb 1624 lb 1111111111111 Dead Load 69 lb 69 lb Total Load 2617 lb 1693 lb Bearing Length 0.76 in 0.49 in BEAM DATA Center -- —toft-- Span Length 10 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 25 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 39 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 875 psi Load Number One Cd=1.00 CF=1.00 Live Load 1473 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Location 4 ft Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Min. Mod. of Elasticity: E_min= 470 ksi E_min'= 470 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1-to Grain: Fc- L= 625 psi Fc-1-'= 625 psi Load Number One Two Left Live Load 350 plf 350 plf Controlling Moment: 7360 ft-lb Left Dead Load 0 plf 0 plf 4.0 Ft from left support of span 2(Center Span) Right Live Load 350 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf 0 plf Controlling Shear: 2617 lb Load Start 0 ft 4 ft At left support of span 2(Center Span) Load End 4 ft 10 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft 6 ft Comparisons with required sections: Read Provided Section Modulus: 100.93 in3 121.23 in3 Area(Shear): 23.09 in2 63.25 in2 Moment of Inertia(deflection): 265.97 in4 697.07 in4 Moment: 7360 ft-lb 8840 ft-lb Shear: 2617 lb 7168 lb page Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location: M-12 Mark Stewart Home Design Multi-Loaded Multi-Span Beam t!€ 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] '" Sherwood,OR 97140 5.5 INx11.5INx12.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 12/21/2016 3:10:12 PM Section Adequate By:207.8% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.08 IN L/1934 Dead Load 0.01 in Total Load 0.09 IN L/1746 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 625 lb 625 lb Dead Load 86 lb 86 lb Total Load 711 lb 711 lb --- Bearing Length 0.21 in 0.21 in BEAM DATA Center —12.5n Span Length 12.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 plf Notch Depth 0.00 - Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 14 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 875 psi Load Number One Two Cd=1.00 CF=1.00 Left Live Load 0 plf 200 plf Shear Stress: Fv= 170 psi Fv'= 170 psi Left Dead Load 0 plf 0 plf Cd=1.00 Right Live Load 200 plf 0 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Right Dead Load 0 plf 0 plf Min. Mod. of Elasticity: E_min= 470 ksi E min'= 470 ksi Load Start 0 ft 6.25 ft Comp.- to Grain: Fc- = 625 psi Fc--- = 625 psi Load End 6.25 ft 12.5 ft Load Length 6.25 ft 6.25 ft Controlling Moment: 2872 ft-lb 6.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -711 lb 12.0 Ft from 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: 39.39 in3 121.23 in3 Area(Shear): 6.27 in2 63.25 in2 Moment of Inertia(deflection): 129.79 in4 697.07 in4 Moment: 2872 ft-lb 8840 ft-lb Shear: -711 lb 7168 lb Project:JT ROTH CORBIN ESTATES LOT 7 page Mark Stewart Location: M-14 Mark Stewart Home Design Multi-Loaded Multi-Span Beam anti il ] - 22582 SW Main St.#309 of (2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.25 IN x 11.875 IN x 9.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:12 PM Section Adequate By: 160.3% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.12 IN 0941 Dead Load 0.00 in Total Load 0.12 IN U922 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A_ Live Load 3841 lb 3967 lb Dead Load 93 lb 93 lb Total Load 3934 lb 4060 lb W Bearing Length 1.00 in 1.03 in BEAM DATA Center Span Length 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 55 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 19 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 74 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2903 psi Load Number One Cd=1.00 CF=1.00 Live Load 2861 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 6.5 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc- = 750 psi Fc-1'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 11470 ft-lb Left Live Load 600 plf 350 plf 5.8 Ft from left support of span 2(Center Span) Left Dead Load 0 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 600 plf 0 plf Controlling Shear: -4060 lb Right Dead Load 0 plf 0 plf 10.0 Ft from left support of span 2(Center Span) Load Start 0 ft 6.5 ft Created by combining all dead loads and live loads on span(s)2 Load End 6.5 ft 9.5 ft Load Length 6.5 ft 3 ft Comparisons with required sections: Rep'd Provided Section Modulus: 47.41 in3 123.39 in3 Area(Shear): 21 in2 62.34 in2 Moment of Inertia(deflection): 280.34 in4 732.62 in4 Moment: 11470 ft-lb 29854 ft-lb Shear: -4060 lb 12053 lb Project JT ROTH CORBIN ESTATES LOT 7 page Mark Stewart Location:M-15 Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 IN x 11.5 IN x 9.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 12/21/2016 3:10:13 PM Section Adequate By: 149.8% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.06 IN 111879 Dead Load 0.00 in Total Load 0.06 IN U1797 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: 11240 REACTIONS A Live Load 1425 lb 1425 lb Dead Load 65 Ib 65 Ib Total Load 1490 lb 1490 lb ' .' w M1xss Bearing Length 0.43 in 0.43 in BEAM DATA Center A 9.5 ft Span Length 9.5 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 300 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 314 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.1 to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 3539 ft-lb 4.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1490 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: 48.54 in3 121.23 in3 Area(Shear): 13.15 in2 63.25 in2 Moment of Inertia(deflection): 133.53 in4 697.07 in4 Moment: 3539 ft-lb 8840 ft-lb Shear: 1490 lb 7168 lb page Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location: M-16 Mark Stewart Home Design Multi-Loaded Multi-Span Beam a3 1 d11, 22582 SW Main St.#309 0! [2009 International Building Code(2005 NDS)) Sherwood,OR 97140 5.5 IN x 11.5 IN x 9.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 12/21/2016 3:10:13 PM Section Adequate By: 197.1% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.05 IN U2255 Dead Load 0.00 in Total Load 0.05 IN U2138 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1188 lb 1188 lb Dead Load 65 lb 65 lb 1 7. ,(4 Total Load 1253 lb 1253 lb Bearing Length 0.36 in 0.36 in BEAM DATA Center 9.5 ft Span Length 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 250 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 264 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.1 to Grain: Fc--1-= 625 psi Fc--- = 625 psi Controlling Moment: 2975 ft-lb 4.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1253 lb 10.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 40.8 in3 121.23 in3 Area(Shear): 11.05 in2 63.25 in2 Moment of Inertia(deflection): 111.28 in4 697.07 in4 Moment: 2975 ft-lb 8840 ft-lb Shear: -1253 lb 7168 lb page Project JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location:NB-1 = 4i iI' Mark Stewart Home Design Multi-Loaded Multi-Span Beam z11 22582 SW Main St.#309 or [2009 International Building Code(2005 NDS)) Sherwood,OR 97140 3.5 IN x 11.875 IN x 18.0 FT(14+4) 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:13 PM Section Adequate By.39.4% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Right Live Load -0.10 IN U1658 0.19 IN 2U502 Dead Load 0.01 in -0.01 in Total Load 0.11 IN U1577 0.19 IN 20518 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTION$ A Live Load 770 lb 2454 lb Dead Load 83 lb 150 lb Total Load 853 lb 2605 lb Uplift(1.5 F.S) -270 lb 0 lb Bearing Length 0.33 in 0.99 in 14ft an BEAM DATA Center Right Span Length 14 ft 4 ft Unbraced Length-Top 0 ft 0 ft UNIFORM LOADS Center Right Unbraced Length-Bottom 14 ft 4 ft Uniform Live Load 110 plf 110 plf Live Load Duration Factor 1.00 Uniform Dead Load 0 plf 0 plf Notch Depth 0.00 Beam Self Weight 13 plf 13 plf MATERIAL PROPERTIES Total Uniform Load 123 plf 123 plf 2.0E Parallam-iLevel Trus Joist POINT LOADS-RIGHT SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2900 psi Fb'= 2654 psi Live Load 919 lb Cd=1.00 CI=0.91 CF=1.00 Dead Load 0 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Location 4 ft Cd=1.00 Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Comp.1 to Grain: Fc- = 750 psi Fc- = 750 psi Controlling Moment: -4660 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: 1411 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: Reed Provided Section Modulus: 21.07 in3 82.26 in3 Area(Shear): 7.3 in2 41.56 in2 Moment of Inertia(deflection): 350.46 in4 488.41 in4 Moment: -4660 ft-lb 18193 ft-lb Shear: 1411 lb 8035 lb page Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location:M-4 l} , Mark Stewart Home Design Multi-Loaded Multi-Span Beam unit` ' 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 7.0 IN x 16.0 IN x 22.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:13 PM Section Adequate By: 19.5% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.61 IN U430 Dead Load 0.04 in i Total Load 0.65 IN U405 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 6087 lb 4702 lb —0100011101111111111011 Dead Load 385 lb 385 lb Total Load 6472 lb 5087 lb W Bearing Length 1.23 in 0.97 in BEAM DATA Center Span Length 22 ft Unbraced Length-Top 0 ft hillilli Unbraced Length-Bottom 22 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 300 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 35 plf 2 OE Parallam-'Level Trus Joist Total Uniform Load 335 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2809 psi Load Number One Cd=1.00 CF=0.97 Live Load 3189 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 8 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.L to Grain: Fc--L= 750 psi Fc-L'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 38329 ft-lb Left Live Load 0 plf 8.14 Ft from left support of span 2(Center Span) Left Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 250 plf Controlling Shear: 6472 lb Right Dead Load 0 plf At left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 8 ft Load Length 8 ft I Comparisons with required sections: Req'd Provided Section Modulus: 163.76 in3 298.67 in3 Area(Shear): 33.48 in2 112 in2 Moment of Inertia(deflection): 2000.22 in4 2389.33 in4 Moment: 38329 ft-lb 69907 ft-lb Shear: 6472 lb 21653 lb page Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location:M-5 Mark Stewart Home Design Multi-Loaded Multi-Span Beam 4611'_ 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.25 IN x 16.0 IN x 20.25 FT 2.0E Parallam-iLevel Trus Joist StruCaic Version 8.0.113.0 12/21/2016 3:10:13 PM Section Adequate By:48.9% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.45 IN L1536 Dead Load 0.03 in Total Load 0.48 IN L/505 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS AB 2 Live Load 5558 lb 4026 lb Dead Load 266 Ib 266 lb Total Load 5824 Ib 4291 Ib Bearing Length 1.48 in 1.09 in T_� _ _ — ----- BEAM DATA Center 20.25 ft B Span Length 20.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 20.25 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 55 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 26 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 81 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2809 psi Load Number One Two Three Cd=1.00 CF=0.97 Live Load 5087 lb 2464 lb 919 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb 0 lb 0 lb Cd=1.00 Location 3.5 ft 15.5 ft 15.5 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc- L= 750 psi Fc- = 750 psi Controlling Moment: 21147 ft-lb 9.11 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5824 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: 90.35 in3 224 in3 Area(Shear): 30.12 in2 84 in2 Moment of Inertia(deflection): 1203.4 in4 1792 in4 Moment: 21147 ft-lb 52430 ft-lb Shear: 5824 lb 16240 lb Project:JT ROTH CORBIN ESTATES LOT 7 page Mark Stewart Location:M-7 Mark Stewart Home Design Multi-Loaded Multi-Span Beam " `�=�`� 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.25 INx16.0INx3.5FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:14 PM Section Adequate By.4001.7% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A_ Live Load 350 lb 3155 lb Dead Load 46 lb 46 lbs ,, Total Load 396 lb 3201 lb '' � x ` " � Bearing Length 0.10 in 0.81 in BEAM DATA Center A s.s n a Span Length 3.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 200 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 26 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 226 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2809 psi Load Number One Cd=1.00 CF=0.97 Live Load 2805 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd./.00 Location 3.5 ft Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Comp.-I-to Grain: Fc-J = 750 psi Fc-1'= 750 psi Controlling Moment: 346 ft-lb 1.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -396 lb 4.0 Ft from 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: 1.48 in3 224 in3 Area(Shear): 2.05 in2 84 in2 Moment of Inertia(deflection): 2.89 in4 1792 in4 Moment: 346 ft-lb 52430 ft-lb Shear: -396 lb 16240 lb page Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location: M-6 •vt- Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.25 IN x 11.25 IN x 8.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:14 PM Section Adequate By:40.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.15 IN L/629 Dead Load 0.00 in Total Load 0.15 IN U623 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: U240 9 REACTIONS A B Live Load 5802 lb 7095 lb Dead Load 74 lb 74 lb Total Load 5875 lb 7168 lb --- Bearing Length 1.49 in 1.82 in ,_ BEAM DATA Center eft Span Length 8 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 18 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2921 psi Load Number One Two Cd=1.00 CF=1.01 Live Load 4291 lb 2605 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb 0 lb Cd=1.00 Location 4.75 ft 4.75 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1-to Grain: Fc- L= 750 psi Fc-1-'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 19172 ft-lb Left Live Load 750 plf 4.72 Ft from left support of span 2(Center Span) Left Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 750 plf Controlling Shear: -7168 lb Right Dead Load 0 plf At right support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 8 ft Load Length 8 ft Comparisons with required sections: Rea'd Provided Section Modulus: 78.76 in3 110.74 in3 Area(Shear): 37.08 in2 59.06 in2 Moment of Inertia(deflection): 356.67 in4 622.92 in4 Moment: 19172 ft-lb 26955 ft-lb Shear: -7168 lb 11419 lb page Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location:Column 20 :' ' , ,,-, -,. Mark Stewart Home Design Vii t3 rJl * 22582 SW Main St.#309 of Column � ,.. [2009 International Building Code(2005 NDS)] ,4--,--'"-- Sherwood,OR 97140 5.25 IN x 7.0 IN x 10 FT 1.8E Parallam Column-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:14 PM Section Adequate By:47.4% LOADING DIAGRAM VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 13000 lb Dead Load: Vert-DL-Rxn= 12115 lb Total Load: Vert-TL-Rxn= 25115 lb B COLUMN DATA Total Column Length: 10 ft ! Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 I COLUMN PROPERTIES 1.8E Parallam Column-iLevel Trus Joist Base Values Adjusted Compressive Stress: Fc= 2500 psi Fc'= 1299 psi Cd=1.00 Cp=0.52 lo ft Bending Stress(X-X Axis): Fbx= 2400 psi Fbx'= 2548 psi Cd=1.00 CF=1.06 Bending Stress(Y-Y Axis): Fby= 2400 psi Fby'= 2548 psi Cd=1.00 CF=1.06 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Column Section(X-X Axis): dx= 7 in Column Section(Y-Y Axis): dy= 5.25 in Area: A= 36.75 in2 Section Modulus(X-X Axis): Sx= 42.88 in3 — A Section Modulus(Y-Y Axis): Sy= 32.16 in3 A Slenderness Ratio: Lex/dx= 17.14 Ley/dy= 22.86 AXIAL LOADING Live Load: PL= 13000 lb Column Calculations(Controlling Case Only): Dead Load: PD= 12000 lb Controlling Load Case:Axial Total Load Only(L+D) Column Self Weight: CSW= 115 lb Actual Compressive Stress: Fc= 683 psi Total Load: PT= 25115 lb Allowable Compressive Stress: Fc'= 1299 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 2548 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 2548 psi Combined Stress Factor: CSF= 0.53 page Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location:M-7 Mark Stewart Home Design Multi Loaded Multi-Span Beam tf 3aCs` 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.25 IN x 16.0 IN x 3.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:14 PM Section Adequate By:4001.7% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 350 lb 3155 lb Dead Load 46 lb 46 lb Total Load 396 lb 3201 lb Bearing Length 0.10 in 0.81 in — '""""'"` BEAM DATA Center Span Length 3.5 ft Unbraced Length-Top 0 ft 11111111111111 Unbraced Length-Bottom 3.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 200 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 26 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 226 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2809 psi Load Number One Cd=1.00 CF=0.97 Live Load 2805 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 3.5 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc-1 = 750 psi Fc---'= 750 psi Controlling Moment: 346 ft-lb 1.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -396 lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reed Provided Section Modulus: 1.48 in3 224 in3 Area(Shear): 2.05 in2 84 in2 Moment of Inertia(deflection): 2.89 in4 1792 in4 Moment: 346 ft-lb 52430 ft-lb Shear: -396 lb 16240 lb page Project: JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location: M-6 Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.25 IN x 11.25 IN x 8.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:14 PM Section Adequate By:40.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.15 IN U629 Dead Load 0.00 in Total Load 0.15 IN U623 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: 11240 REACTIONS A Live Load 5802 lb 7095 lb Dead Load 74 lb 74 lb Total Load 5875 lb 7168 lb Bearing Length 1.49 in 1.82 in = _ _ BEAM DATA Center 8 y Span Length 8 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 18 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2921 psi Load Number One Two Cd=1.00 CF=1.01 Live Load 4291 lb 2605 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb 0 lb Cd=1.00 Location 4.75 ft 4.75 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp. L to Grain: Fc- = 750 psi Fc- = 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 19172 ft-lb Left Live Load 750 plf 4.72 Ft from left support of span 2(Center Span) Left Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 750 plf Controlling Shear: -7168 lb Right Dead Load 0 plf At right support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 8 ft Load Length 8 ft Comparisons with required sections: Req'd Provided Section Modulus: 78.76 in3 110.74 in3 Area(Shear): 37.08 in2 59.06 in2 Moment of Inertia(deflection): 356.67 in4 622.92 in4 Moment: 19172 ft-lb 26955 ft-lb Shear: -7168 lb 11419 lb page Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location:Column 20 Mark Stewart Home Design Column .fit , ter- 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.25 IN x 7.0 IN x 10 FT 1.8E Parallam Column-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:15 PM Section Adequate By:47.4% LOADING DIAGRAM VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 13000 lb Dead Load: Vert-DL-Rxn= 12115 lb Total Load: Vert-TL-Rxn= 25115 lb B COLUMN DATA Total Column Length: 10 ft Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1.8E Parallam Column-iLevel Trus Joist Base Values Adjusted Compressive Stress: Fc= 2500 psi Fc'= 1299 psi Cd=1.00 Cp=0.52 loft Bending Stress(X-X Axis): Fbx= 2400 psi Fbx'= 2548 psi Cd=1.00 CF=1.06 Bending Stress(Y-Y Axis): Fby= 2400 psi Fby'= 2548 psi Cd=1.00 CF=1.06 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Column Section(X-X Axis): dx= 7 in Column Section(Y-Y Axis): dy= 5.25 in Area: A= 36.75 in2 Section Modulus(X-X Axis): Sx= 42.88 in3 "r Section Modulus(Y-Y Axis): Sy= 32.16 in3 A Slenderness Ratio: Lex/dx= 17.14 Ley/dy= 22.86 AXIAL LOADING Live Load: PL= 13000 lb Column Calculations(Controlling Case Only): Dead Load: PD= 12000 lb Controlling Load Case:Axial Total Load Only(L+D) Column Self Weight: CSW= 115 lb Actual Compressive Stress: Fc= 683 psi Total Load: PT= 25115 lb Allowable Compressive Stress: Fc'= 1299 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 2548 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 2548 psi Combined Stress Factor: CSF= 0.53 page Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location:M-3 Mark Stewart Home Design Multi-Loaded Multi-Span Beam l Ut cI '„ 22582 SW Main St.#309 of (2009 International Building Code(2005 NDS)] _ Sherwood, OR 97140 5.25 IN x 11.875 IN x 16.0 FT(12+4) 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:15 PM Section Inadequate By:9.4% Controlling Factor: Deflection/Depth Required 12.24 In. CAUTIONS Negative cantilever deflection controls design. It is the designer's prerogative to ignore upward deflection. Verify all other span deflections for adequacy. DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.27 IN L1530 -0.29 IN 2U330 Dead Load 0.00 in 0.00 in Total Load 0.28 IN U521 -0.29 IN 2L/326 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 3718 lb 9226 lb Dead Load 104 lb 208 lb Total Load 3821 lb 9434 lb Uplift(1.5 F.S) -670 lb 0 lb ;Fur ' ' Bearing Length 0.97 in 2.40 in S*; � BEAM DATA Center Right Span Length 12 ft 4 ft lik- 12'ft 4n____ Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 12 ft 4 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Right Notch Depth 0.00 Uniform Live Load 55 plf 650 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 0 plf 2.0E Parallam-iLevel Trus Joist Beam Self Weight 19 plf 19 plf Base Values Adiusted Total Uniform Load 74 plf 669 plf Bending Stress: Fb= 2900 psi Fb'= 2903 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 290 psi Fv'= 290 psi Live Load 3075 lb Cd=1.00 Dead Load 0 Ib Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Location 6 ft Comp.1-to Grain: Fc--1-= 750 psi Fc-1'= 750 psi RIGHT SPAN Load Number One Controlling Moment: 17388 ft-lb Live Load 919 lb 6.0 Ft from left support of span 2(Center Span) Dead Load 0 lb Created by combining all dead loads and live loads on span(s)2 Location 4 ft Controlling Shear: -5837 lb At right support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2,3 Load Number One Two Left Live Load 650 plf 350 plf Comparisons with required sections: Reo'd Provided Left Dead Load 0 plf 0 plf Section Modulus: 71.87 in3 123.39 in3 Right Live Load 650 plf 0 plf Area(Shear): 30.19 in2 62.34 in2 Right Dead Load 0 plf 0 Of Moment of Inertia(deflection): 801.45 in4 732.62 in4 Load Start 6 ft 0 ft Moment: 17388 ft-lb 29854 ft-lb Load End 12 ft E ft Shear: -5837 lb 12053 lb Load Length 6 ft 6 ft Project: JT ROTH CORBIN ESTATES LOT 7 Page Mark Stewart / Location: M-6A t� , �,,��, Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)) A Sherwood, OR 97140 5.25INx 11.25lNx 11.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:15 PM Section Adequate By: 15.2% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.33 IN L/415 Dead Load 0.01 in Total Load 0.34 IN U407 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 5592 lb 5538 lb Dead Load 106 Ib 106 Ib Total Load 5698 lb 5644 lb ..,, -0. '.•,1!V;. Bearing Length 1.45 in 1.43 in -- ---- _-.-- -_ BEAM DATA Center A 11.5 ft B Span Length 11.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 11.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 55 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 73 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2921 psi CLoad Number One d=1.00 CF=1.01 Li Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Location 9 ft Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Comp.1 to Grain: Fc- = 750 psi Fc-1'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 17577 ft-lb Left Live Load 850 plf 6.21 Ft from left support of span 2(Center Span) Left Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 850 plf Controlling Shear: 5698 lb Right Dead Load 0 plf At left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 9 ft Load Length 9 ft Comparisons with required sections: Read Provided Section Modulus: 72.21 in3 110.74 in3 Area(Shear): 29.47 in2 59.06 in2 Moment of Inertia(deflection). 540.92 in4 622.92 in4 Moment: 17577 ft-lb 26955 ft-lb Shear: 5698 lb 11419 lb page Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location:M-8 (1 wini Mark Stewart Home Design Multi-Loaded Multi-Span Beam lydll�,. 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] \„. .i Sherwood,OR 97140 5.25 IN x 9.5 IN x 9.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:15 PM Section Adequate By: 174.9% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.09 IN U1279 Dead Load 0.00 in i Total Load 0.09 IN U1227 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1098 lb 3434 lb Dead Load 74 lb 74 lb - Total Load 1172 lb 3508 lb .; ,,£ ��"� Bearing Length 0.30 in 0.89 in A — -- V BEAM DATA Center A s.s n' B Span Length • 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 50 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 16 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 66 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2976 psi Load Number One Cd=1.00 CF=1.03 Live Load 2157 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 8.5 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-I-to Grain: Fc-1-= 750 psi Fc--L'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 4336 ft-lb Left Live Load 0 plf 6.08 Ft from left support of span 2(Center Span) Left Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 400 plf Controlling Shear: -3508 lb Right Dead Load 0 plf 10.0 Ft from left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 9.5 ft Load Length 9.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 17.48 in3 78.97 in3 Area(Shear): 18.15 in2 49.88 in2 Moment of Inertia(deflection): 105.55 in4 375.1 in4 Moment: 4336 ft-lb 19586 ft-lb Shear: -3508 lb 9643 lb page Project:JT ROTH CORRIN ESTATES LOT 7 Mark Stewart Location:M-9 Mark Stewart Home Design 4,),oMulti-Loaded Multi-Span Beam ' at, '' 22582 SW Main St.#309 or [2009 International Building Code(2005 NDS)] """ Sherwood, OR 97140 5.25 IN x 9.5 IN x 5.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:15 PM Section Adequate By:473.2% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.02 IN U3532 Dead Load 0.00 in Total Load 0.02 IN U3453 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 1352 lb 1639 lb Dead Load 43 lb 43 lb Total Load 1394 lb 1682 lb '�=- - Bearing Length 0.35 in 0.43 in ~' Y�! BEAM DATA Center A 5.5 ft Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 Of Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 16 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 16 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2976 psi Load Number One Cd=1.00 CF=1.03 Live Load 1591 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 3 ft Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Comp.1 to Grain: Fc- L= 750 psi Fc-1'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 3044 ft-lb Left Live Load 350 plf 350 plf 3.03 Ft from left support of span 2(Center Span) Left Dead Load 0 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 350 plf 0 plf Controlling Shear: -1682 lb Right Dead Load 0 plf 0 plf 6.0 Ft from left support of span 2(Center Span) Load Start 3 ft 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 5.5 ft 3 ft Load Length 2.5 ft 3 ft Comparisons with required sections: Read Provided Section Modulus: 12.27 in3 78.97 in3 Area(Shear): 8.7 in2 49.88 in2 Moment of Inertia(deflection): 38.23 in4 375.1 in4 Moment: 3044 ft-lb 19586 ft-lb Shear: -1682 lb 9643 lb Page Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location: M-10 Mark Stewart Home Design Multi-Loaded Multi-Span Beam Ilii 1+ 11-" ; 22582 SW Main St.#309 [2009 International Building Code(2005 NDS)] ° Sherwood, OR 97140 3.5 INx11.875INx4.0FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:16 PM Section Adequate By:683.2% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria. U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 1000 lb 1000 lb Dead Load 26 lb 26 lb _,. Total Load 1026 lb 1026 lb w =;e Bearing Length 0.39 in 0.39 in -_ BEAM DATA Center T arc Span Length 4 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 500 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 513 plf Base Values Adiusted Bending Stress: Fb= 2900 psi Fb'= 2903 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Comp.1 to Grain: Fc- L= 750 psi Fc--- = 750 psi Controlling Moment: 1026 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1026 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: 4.24 in3 82.26 in3 Area(Shear): 5.31 in2 41.56 in2 Moment of Inertia(deflection): 10.8 in4 488.41 in4 Moment: 1026 ft-lb 19902 ft-lb Shear: 1026 lb 8035 lb wee Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location:M-11 Mark Stewart Home Design Multi-Loaded Multi-Span Beam 44111441[i; 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] °a` Sherwood,OR 97140 3.5 IN x 11.875 INx4.0FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:16 PM Section Adequate By:683.2% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 1000 lb 1000 lb Dead Load 26 lb 26 lb Total Load 1026 lb 1026 lb Bearing Length 0.39 in 0.39 in -- -- BEAM DATA Center Span Length 4 ft 11111.Mil Unbraced Length-Top 0 ft Unbraced Length-Bottom 4 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 500 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 513 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2903 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Comp.1 to Grain: Fc- L= 750 psi Fc- L'= 750 psi Controlling Moment: 1026 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1026 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: 4.24 in3 82.26 in3 Area(Shear): 5.31 in2 41.56 in2 Moment of Inertia(deflection): 10.8 in4 488.41 in4 Moment: 1026 ft-lb 19902 ft-lb Shear: 1026 lb 8035 lb Project:JT ROTH CORBIN ESTATES LOT 7 page Mark Stewart Location:M-13 U tiiiii, Mark Stewart Home Design Multi-Loaded Multi-Span Beam ' (' 22582 SW Main St.#309 o! [2009 International Building Code(2005 NDS)] �. Sherwood,OR 97140 5.5 IN x 11.5 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 12/21/2016 3:10:16 PM Section Adequate By:20.1% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.13 IN L/944 Dead Load 0.00 in 1 Total Load 0.13 IN L/919 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2549 lb 1624 lb Dead Load 69 Ib 69 Ib Total Load 2617 lb 1693 lb 4,„; _ .. Bearing Length 0.76 in 0.49 in `—_ —____ �� BEAM DATA Center + loft ' B Span Length 10 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 10 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 25 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 39 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 875 psi Load Number One Cd=1.00 CF=1.00 Live Load 1473 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Location 4 ft Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Min. Mod. of Elasticity: E_min= 470 ksi E_min'= 470 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Load Number One Two Left Live Load 350 plf 350 plf Controlling Moment: 7360 ft-lb Left Dead Load 0 plf 0 plf 4.0 Ft from left support of span 2(Center Span) Right Live Load 350 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf 0 plf Controlling Shear: 2617 lb Load Start 0 ft 4 ft At left support of span 2(Center Span) Load End 4 ft 10 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft 6 ft Comparisons with required sections: Reo'd Provided Section Modulus: 100.93 in3 121.23 in3 Area(Shear): 23.09 in2 63.25 in2 Moment of Inertia(deflection): 265.97 in4 697.07 in4 Moment: 7360 ft-lb 8840 ft-lb Shear: 2617 lb 7168 lb Project:JT ROTH CORBIN ESTATES LOT 7 page Mark Stewart Location:M-12 � , -. Mark Stewart Home Design Multi-Loaded Multi-Span Beam �[ 11131' 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] . Sherwood,OR 97140 5.5 INx11.5INx12.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 12/21/2016 3:10:16 PM Section Adequate By:207.8% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.08 IN L/1934 Dead Load 0.01 in Total Load 0.09 IN U1746 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 625 lb 625 lb Dead Load 86 lb 86 lb Total Load 711 lb 711 lb Bearing Length 0.21 in 0.21 in _--__T ----- BEAM ,,,—_BEAM DATA Center 12.5 ft Span Length 12.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 14 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 875 psi Load Number One Two Cd=1.00 CF=1.00 Left Live Load 0 plf 200 plf Shear Stress: Fv= 170 psi Fv'= 170 psi Left Dead Load 0 plf 0 plf Cd=1.00 Right Live Load 200 plf 0 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Right Dead Load 0 plf 0 plf Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Load Start 0 ft 6.25 ft Comp.1 to Grain: Fc- = 625 psi Fc-1'= 625 psi Load End 6.25 ft 12.5 ft Load Length 6.25 ft 6.25 ft Controlling Moment: 2872 ft-lb 6.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -711 lb 12.0 Ft from 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: 39.39 in3 121.23 in3 Area(Shear): 6.27 in2 63.25 in2 Moment of Inertia(deflection): 129.79 in4 697.07 in4 Moment: 2872 ft-lb 8840 ft-lb Shear: -711 lb 7168 lb Project:JT ROTH CORBIN ESTATES LOT 7 page Mark Stewart Location: M-14 Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.25 IN x 11.875 IN x 9.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:16 PM Section Adequate By: 160.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.12 IN U941 Dead Load 0.00 in Total Load 0.12 IN U922 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 3841 lb 3967 lb Dead Load 93 Ib 93 Ib Total Load 3934 lb 4060 lb W Bearing Length 1.00 in 1.03 in BEAM DATA Center 9.5 ft Span Length 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 55 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 19 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 74 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2903 psi Load Number One Cd=1.00 CF=1.00 Live Load 2861 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 6.5 ft Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Comp.-L to Grain: Fc- L= 750 psi Fc--- = 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 11470 ft-lb Left Live Load 600 plf 350 plf 5.8 Ft from left support of span 2(Center Span) Left Dead Load 0 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 600 plf 0 plf Controlling Shear: -4060 lb Right Dead Load 0 plf 0 plf 10.0 Ft from left support of span 2(Center Span) Load Start 0 ft 6.5 ft Created by combining all dead loads and live loads on span(s)2 Load End 6.5 ft 9.5 ft Load Length 6.5 ft 3 ft Comparisons with required sections: Reo'd Provided Section Modulus: 47.41 in3 123.39 in3 Area(Shear): 21 in2 62.34 in2 Moment of Inertia(deflection): 280.34 in4 732.62 in4 Moment: 11470 ft-lb 29854 ft-lb Shear: -4060 lb 12053 lb Project:JT ROTH CORBIN ESTATES LOT 7 page Mark Stewart Location: M-15 ttl'3 Mark Stewart Home Design Multi-Loaded Mutti-Span Beam ' 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 IN x 11.5 IN x 9.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 12/21/2016 3:10:17 PM Section Adequate By: 149.8% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.06 IN L/1879 Dead Load 0.00 in Total Load 0.06 IN L/1797 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1425 lb 1425 lb Dead Load 65 Ib 65 Ib Total Load 1490 lb 1490 lb " * Bearing Length 0.43 in 0.43 in BEAM DATA Center A 9.5n Span Length 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 300 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 314 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod. of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.1 to Grain: Fc-1 = 625 psi Fc- = 625 psi Controlling Moment: 3539 ft-lb 4.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1490 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: 48.54 in3 121.23 in3 Area(Shear): 13.15 in2 63.25 in2 Moment of Inertia(deflection): 133.53 in4 697.07 in4 Moment: 3539 ft-lb 8840 ft-lb Shear: 1490 lb 7168 lb Project:JT ROTH CORBIN ESTATES LOT 7 page Mark Stewart / Location:M-16 Jt`� s Mark Stewart Home Design Multi-Loaded Multi-Span Beam �j 22582 SW Main St.#309 0 [2009 International Building Code(2005 NDS)) Sherwood,OR 97140 5.5 IN x 11.5 IN x 9.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 12/21/2016 3:10:17 PM Section Adequate By: 197.1% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.05 IN U2255 Dead Load 0.00 in Total Load 0.05 IN U2138 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1188 lb 1188 lb Dead Load 65 Ib 65 lb .. �. Total Load 1253 lb 1253 lbr � t „ p ' Bearing Length 0.36 in 0.36 in BEAM DATA Center 9.5 ft B Span Length 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 250 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 264 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-L to Grain: Fc-- = 625 psi Fc--L'= 625 psi Controlling Moment: 2975 ft-lb 4.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1253 lb 10.0 Ft from 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: 40.8 in3 121.23 in3 Area(Shear): 11.05 in2 63.25 in2 Moment of Inertia(deflection): 111.28 in4 697.07 in4 Moment: 2975 ft-lb 8840 ft-lb Shear: -1253 lb 7168 lb page Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location: NB-1 a Mark Stewart Home Design Multi-Loaded Multi-Span Beam ejt(`ajt k: 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5 INx11.875INx18.0FT(14+4) 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:17 PM Section Adequate By: 39.4% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Right Live Load -0.10 IN U1658 0.19 IN 2U502 Dead Load 0.01 in -0.01 in Total Load 0.11 IN U1577 0.19 IN 2U518 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A_ Live Load 770 lb 2454 lb Dead Load 83 lb 150 lb Total Load 853 lb 2605 lb • Uplift(1.5 F.S) -270 lb 0 lb Bearing Length 0.33 in 0.99 in 14ft 4ft BEAM DATA Center Right Span Length 14 ft 4 ft Unbraced Length-Top 0 ft 0 ft UNIFORM LOADS Center Right Unbraced Length-Bottom 14 ft 4 ft Live Load Duration Factor 1.00 Uniform Live Load 110 plf 110 plf Uniform Dead Load 0 plf 0 plf Notch Depth 0.00 Beam Self Weight 13 plf 13 plf MATERIAL PROPERTIES Total Uniform Load 123 plf 123 plf 2.0E Parallam-iLevel Trus Joist POINT LOADS-RIGHT SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2900 psi Fb'= 2654 psi Live Load 919 lb Cd=1.00 C1=0.91 CF=1.00 Dead Load 0 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Location 4 ft Cd=1.00 Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Comp.-I-to Grain: Fc- = 750 psi Fc--- = 750 psi Controlling Moment: -4660 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: 1411 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: Reg'd Provided Section Modulus: 21.07 in3 82.26 in3 Area(Shear): 7.3 in2 41.56 in2 Moment of Inertia(deflection): 350.46 in4 488.41 in4 Moment: -4660 ft-lb 18193 ft-lb Shear: 1411 lb 8035 lb Project:JT ROTH CORBIN ESTATES LOT 7 page Mark Stewart Location:M-4 Mark Mark Stewart Home Design Multi-Loaded Multi-Span Beam t t, 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 7.0 IN x 16.0 IN x 22.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:17 PM Section Adequate By: 19.5% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.61 IN L/430 Dead Load 0.04 in Total Load 0.65 IN L/405 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 6087 lb 4702 lb Dead Load 385 Ib 385 Ib Total Load 6472 lb 5087 lb Bearing Length 1.23 in 0.97 in -- _ BEAM DATA Center 22ft Span Length 22 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 22 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 300 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 35 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 335 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2809 psi Load Number One Cd=1.00 CF=0.97 Live Load 3189 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 8 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc- L= 750 psi Fc--- = 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 38329 ft-lb Left Live Load 0 plf 8.14 Ft from left support of span 2(Center Span) Left Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 250 plf Controlling Shear: 6472 lb Right Dead Load 0 plf At left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 8 ft Load Length 8 ft Comparisons with required sections: Req'd Provided Section Modulus. 163.76 in3 298.67 in3 Area(Shear): 33.48 in2 112 in2 Moment of Inertia(deflection): 2000.22 in4 2389.33 in4 Moment: 38329 ft-lb 69907 ft-lb Shear: 6472 lb 21653 lb page Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location: M-5g,; =, Mark Stewart Home Design Multi-Loaded Multi-Span Beam �'d# 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.25 IN x 16.0 IN x 20.25 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:17 PM Section Adequate By:48.9% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.45 IN L/536 Dead Load 0.03 in Total Load 0.48 IN 0505 Live Load Deflection Criteria. U360 Total Load Deflection Criteria: 0240 REACTIONS A B 1 z Live Load 5558 lb 4026 lb Dead Load 266 Ib 266 lb Z. Total Load 5824 Ib 4291 lbr Bearing Length 1.48 in 1.09 in BEAM DATA Center 20.25 ft Span Length 20.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 20.25 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 55 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 26 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 81 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2809 psi Load Number One Two Three Cd=1.00 CF=0.97 Live Load 5087 lb 2464 lb 919 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb 0 lb 0 lb Cd=1.00 Location 3.5 ft 15.5 ft 15.5 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-I-to Grain: Fc- L= 750 psi Fc-1'= 750 psi Controlling Moment: 21147 ft-lb 9.11 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5824 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: 90.35 in3 224 in3 Area(Shear): 30.12 in2 84 in2 Moment of Inertia(deflection): 1203.4 in4 1792 in4 Moment: 21147 ft-lb 52430 ft-lb Shear: 5824 lb 16240 lb page Project: JT ROTH CORBIN ESTATES LOT 7 Mark Stewart / Location:M-7 [l!! Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St.#309 or [2009 International Building Code(2005 NDS)] Sherwood.OR 97140 5.25 IN x 16.0 IN x 3.5 FT - 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:18 PM Section Adequate By:4001.7% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 350 lb 3155 lb Dead Load 46 lb 46 lb Total Load 396 lb 3201 lb Bearing Length 0.10 in 0.81 in BEAM DATA Center • Span Length 3.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 200 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 26 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 226 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2809 psi Load Number One Cd=1.00 CF=0.97 Live Load 2805 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 3.5 ft Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Comp.-L to Grain: Fc- L= 750 psi Fc- = 750 psi Controlling Moment: 346 ft-lb 1.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -396 lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 1.48 in3 224 in3 Area(Shear): 2.05 in2 84 in2 Moment of Inertia(deflection): 2.89 in4 1792 in4 Moment: 346 ft-lb 52430 ft-lb Shear: -396 lb 16240 lb page Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location: M-6MarkMark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.25 IN x 11.25 IN x 8.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:18 PM Section Adequate By:40.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.15 IN U629 Dead Load 0.00 in Total Load 0.15 IN U623 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 5802 lb 7095 lb Dead Load 74 lb 74 lb Total Load 5875 lb 7168 lb Bearing Length 1.49 in 1.82 in BEAM DATA Center arc Span Length 8 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 18 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2921 psi Load Number One Two Cd=1.00 CF=1.01 Live Load 4291 lb 2605 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb 0 lb Cd=1.00 Location 4.75 ft 4.75 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.--to Grain: Fc- L= 750 psi Fc--- = 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 19172 ft-lb Left Live Load 750 plf 4.72 Ft from left support of span 2(Center Span) Left Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 750 plf Controlling Shear: -7168 lb Right Dead Load 0 plf At right support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 8 ft Load Length 8 ft Comparisons with required sections: Read Provided Section Modulus: 78.76 in3 110.74 in3 Area(Shear): 37.08 in2 59.06 in2 Moment of Inertia(deflection): 356.67 in4 622.92 in4 Moment: 19172 ft-lb 26955 ft-lb Shear: -7168 lb 11419 lb page Project:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart Location:Column 20Mark Stewart Home Design Column �g 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.25 IN x 7.0 IN x 10 FT 1.8E Parallam Column-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:18 PM Section Adequate By:47.4% LOADING DIAGRAM VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 13000 lb Dead Load: Vert-DL-Rxn= 12115 lb Total Load: Vert-TL-Rxn= 25115 lb B COLUMN DATA _ Total Column Length: 10 ft Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1.8E Parallam Column-iLevel Trus Joist Base Values Adjusted Compressive Stress: Fc= 2500 psi Fc'= 1299 psi Cd=1.00 Cp=0.52 loft Bending Stress(X-X Axis): Fbx= 2400 psi Fbx'= 2548 psi Cd=1.00 CF=1.06 Bending Stress(Y-Y Axis): Fby= 2400 psi Fby'= 2548 psi Cd=1.00 CF=1.06 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Column Section(X-X Axis): dx= 7 in Column Section(Y-Y Axis): dy= 5.25 in Area: A= 36.75 in21 Section Modulus(X-X Axis): Sx= 42.88 in3 l Section Modulus(Y-Y Axis): Sy= 32.16 in3 A Slenderness Ratio: Lex/dx= 17.14 Ley/dy= 22.86 AXIAL LOADING Live Load: PL= 13000 lb Column Calculations(Controlling Case Only): Dead Load: PD= 12000 lb Controlling Load Case:Axial Total Load Only(L+D) Column Self Weight: CSW= 115 lb Actual Compressive Stress: Fc= 683 psi Allowable Compressive Stress: Fc'= 1299 psi Total Load: PT= 25115 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 2548 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 2548 psi Combined Stress Factor: CSF= 0.53 Project:JT ROTH CORBIN ESTATES LOT 7 page Mark Stewart Location: M-8 Mark Stewart Home Design Multi-Loaded Multi-Span Beam �ti t'artS{ 4 22582 SW Main St.#309 0. [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.25 IN x 9.5 IN x 9.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:11 PM Section Adequate By: 174.9% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.09 IN L/1279 Dead Load 0.00 in Total Load 0.09 IN L/1227 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1098 lb 3434 lb Dead Load 74 lb 74 lb Total Load 1172 lb 3508 lb Bearing Length 0.30 in 0.89 in BEAM DATA Center s.en Span Length 9.5 ft ti Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 50 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 16 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 66 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2976 psi Load Number One Cd=1.00 CF=1.03 Live Load 2157 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 8.5 ft Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Comp.L to Grain: Fc--I-= 750 psi Fc- = 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 4336 ft-lb Left Live Load 0 plf 6.08 Ft from left support of span 2(Center Span) Left Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 400 plf Controlling Shear: -3508 lb Right Dead Load 0 plf 10.0 Ft from left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 9.5 ft Load Length 9.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 17.48 in3 78.97 in3 Area(Shear): 18.15 in2 49.88 in2 Moment of Inertia(deflection): 105.55 in4 375.1 in4 Moment: 4336 ft-lb 19586 ft-lb Shear: -3508 lb 9643 lb page Pro]ect:JT ROTH CORBIN ESTATES LOT 7 Mark Stewart / Location:M-9 �.tF Mark Stewart Home Design Multi-Loaded Multi-Span Beam �,c1i[' 22582 SW Main St.#309 0, [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.25 IN x 9.5 IN x 5.5 FT _ 2.0E Parallam-'Level Trus Joist StruCalc Version 8.0.113.0 12/21/2016 3:10:11 PM Section Adequate By:473.2% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.02 IN L/3532 Dead Load 0.00 in Total Load 0.02 IN L/3453 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 i REACTIONS A B Live Load 1352 lb 1639 lb Dead Load 43 lb 43 lb --__-- -__._ Total Load 1394 lb 1682 lb Bearing Length 0.35 in 0.43 in BEAM DATA Center A s.s ft Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 16 plf 2.0E Parallam-'Level Trus Joist Total Uniform Load 16 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2976 psi Load Number One Cd=1.00 CF=1.03 Live Load 1591 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 3 ft Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 3044 ft-lb Left Live Load 350 plf 350 plf 3.03 Ft from left support of span 2(Center Span) Left Dead Load 0 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 350 plf 0 plf Controlling Shear: -1682 lb Right Dead Load 0 plf 0 plf 6.0 Ft from left support of span 2(Center Span) Load Start 3 ft 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 5.5 ft 3 ft Load Length 2.5 ft 3 ft Comparisons with required sections: Req'd Provided Section Modulus: 12.27 in3 78.97 in3 Area(Shear): 8.7 in2 49.88 in2 Moment of Inertia(deflection): 38.23 in4 375.1 in4 Moment: 3044 ft-lb 19586 ft-lb Shear: -1682 lb 9643 lb