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Report page Project:JT ROTH MEDALLION MEADOWS LOT 1 Location:M-5 Mark Stewart - Mark Stewart Home Design Multi-Loaded Multi-Span Beam ,p.; 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.25 IN x 14.0IN x 20.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 11/25/2015 1:45:10 PM Section Adequate By:21.8% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.55 IN L/438 Dead Load 0.03 in Total Load 0.58 IN L/413 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 3125 lb 3875 lb Dead Load 230 lb 230 lb Total Load 3355 lb 4105 lb Bearing Length 0.85 in 1.04 in BEAM DATA Center 20ft Span Length 20 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 20 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 23 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 273 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2851 psi Load Number One Cd=1.00 CF=0.98 Live Load 500 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 10 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-to Grain: Fc-1= 750 psi Fc-1'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 19915 ft-lb Left Live Load 150 plf 10.2 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 150 plf Controlling Shear: -4105 lb Right Dead Load 0 plf At right support of span 2(Center Span) Load Start 10 ft Created by combining all dead loads and live loads on span(s)2 Load End 20 ft Load Length 10 ft Comparisons with required sections: Reed Provided Section Modulus: 83.83 in3 171.5 in3 Area(Shear): 21.23 in2 73.5 in2 Moment of Inertia(deflection): 985.67 in4 1200.5 in4 Moment: 19915 ft-lb 40742 ft-lb Shear: -4105 lb 14210 lb Project:JT ROTH MEDALLION MEADOWS LOT 1 page Mark Stewart Location:M-9Mark Stewart Home Design Multi-Loaded Multi-Span Beam ( 22582 SW Main St #309 • of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 1.5 INx11.25INx4.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:45:10 PM Section Adequate By:40.9% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN L/3319 Dead Load 0.00 in Total Load 0.01 IN L/3303 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1430 lb 1430 lb Dead Load 7 lb 7 lb Total Load 1437 lb 1437 lb Bearing Length 1.53 in 1.53 in BEAM DATA Center aft B 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 715 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 4 plf #2-Douglas-Fir-Larch Total Uniform Load 719 plf Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 900 psi Cd=1.00 CF=1.00 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- L= 625 psi Fc- = 625 psi Controlling Moment: 1437 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: -1437 lb At 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'd Provided Section Modulus: 19.16 in3 31.64 in3 Area(Shear): 11.98 in2 16.88 in2 Moment of Inertia(deflection): 19.3 in4 177.98 in4 Moment: 1437 ft-lb 2373 ft-lb Shear: -1437 lb 2025 lb page Project:JT ROTH MEDALLION MEADOWS LOT 1 Mark Stewart Location:garage door header i Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of VIkt [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.125 INx12.0INx16.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:45:10 PM Section Adequate By:7.8% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.51 IN L/388 Dead Load 0.02 in Total Load 0.53 IN L/376 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 3008 lb 3042 lb Dead Load 110 lb 110 lb Total Load 3118 lb 3152 lb Bearing Length 0.94 in 0.95 in BEAM DATA Center A 16.5 ft B Span Length 16.5 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 16.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Camber Adj.Factor 0 Uniform Live Load 300 plf Camber Required 0 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 13 plf Total Uniform Load 313 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Load Number One Base Values Adjusted Live Load 1100 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb cmpr= 1850 psi Fb'= 2400 psi Location 8.5 ft 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. L to Grain: Fc- = 650 psi Fc-1'= 650 psi Controlling Moment: 15147 ft-lb 8.41 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3152 lb 16.0 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: 75.73 in3 123 in3 Area(Shear): 17.84 in2 61.5 in2 Moment of Inertia(deflection): 684.68 in4 738 in4 Moment: 15147 ft-lb 24600 ft-lb Shear: -3152 lb 10865 lb Project:JT ROTH MEDALLION MEADOWS LOT 1 page Mark Stewart Location:M-3A Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.125 IN x 9.0IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:45:10 PM Section Adequate By:23.4% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.20 IN L/477 Dead Load 0.00 in Total Load 0.20 IN L/473 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4583 lb 3117 lb Dead Load 40 lb 40 lb Total Load 4623 lb 3157 lb Bearing Length 1.39 in 0.95 in BEAM DATA Center 8ft B Span Length 8 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 8 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 100 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 10 plf Notch Depth 0.00 Total Uniform Load 110 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 3300 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fbcmpr= 1850 psi Fb'= 2400 psi Location 4 ft Cd-=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 800 plf 200 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf 0 plf Comp. L to Grain: Fc-1= 650 psi Fc--b= 650 psi Right Live Load 800 plf 0 plf Right Dead Load 0 plf 0 plf Controlling Moment: 11213 ft-lb Load Start Oft 4 ft 4.0 Ft from left support of span 2(Center Span) Load End 4 ft 8 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft 4 ft Controlling Shear: 4623 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: 56.07 in3 69.19 in3 Area(Shear): 26.17 in2 46.13 in2 Moment of Inertia(deflection): 235.08 in4 311.34 in4 Moment: 11213 ft-lb 13838 ft-lb Shear: 4623 lb 8149 lb Project:JT ROTH MEDALLION MEADOWS LOT 1 page Mark Stewart Location:X-1 Stewart Home Design Multi-Loaded Multi-Span Beam .r,. 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5 INx9.25INx4.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:45:10 PM Section Adequate By:114.0% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.02 IN L/2703 Dead Load 0.00 in Total Load 0.02 IN L/2679 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1800 lb 1800 lb Dead Load 16 lb 16 lb Total Load 1816 lb 1816 lb Bearing Length 0.83 in 0.83 in BEAM DATA Center 4.5 ft B Span Length 4.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 800 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 7 plf #2-Douglas-Fir-Larch Total Uniform Load 807 plf Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 1080 psi Cd=1.00 CF=1.20 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. L to Grain: Fc-1= 625 psi Fc-L'= 625 psi Controlling Moment: 2043 ft-lb 2.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1816 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: 22.7 in3 49.91 in3 Area(Shear): 15.13 in2 32.38 in2 Moment of Inertia(deflection): 30.75 in4 230.84 in4 Moment: 2043 ft-lb 4492 ft-lb Shear: 1816 lb 3885 lb Project:JT ROTH MEDALLION MEADOWS LOT 1 page Mark Stewart Location:M-2 YI 14006 Mark StewaHomDesign Multi-Loaded Multi-Span Beam 22582 SW Main St e#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 IN x 7.5 IN x 9.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:45:10 PM Section Adequate By:10.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.18 IN L/626 Dead Load 0.01 in Total Load 0.19 IN L/604 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1188 lb 1188 lb Dead Load 42 lb 42 lb Total Load 1230 lb 1230 lb Bearing Length 0.36 in 0.36 in BEAM DATA Center 9.5 n p, 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 9 plf #2-Douglas-Fir-Larch Total Uniform Load 259 plf Base Values Adjusted Bending Stress: Fb= 750 psi Fb'= 750 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. to Grain: Fc-1= 625 psi Fc- = 625 psi Controlling Moment: 2921 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: -1230 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: 46.74 in3 51.56 in3 Area(Shear): 10.85 in2 41.25 in2 Moment of Inertia(deflection): 111.28 in4 193.36 in4 Moment: 2921 ft-lb 3223 ft-lb Shear: -1230 lb 4675 lb Project:JT ROTH MEDALLION MEADOWS LOT 1 page Mark Stewart Location:M-1 , Mark Stewart Home Design • Multi-Loaded Multi-Span Beam -,,,,,; 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.125 INx15.0INx12.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:45:11 PM Section Adequate By:10.7% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.37 IN L/406 Dead Load 0.00 in 1 Total Load 0.37 IN L/402 2 3 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 11550 lb 8698 lb Dead Load 104 lb 104 lb Total Load 11654 lb 8802 lb Bearing Length 3.50 in 2.64 in BEAM DATA Center 12.5 ft B Span Length 12.5 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 12.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 800 plf Camber Adj.Factor 0 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 17 plf Notch Depth 0.00 Total Uniform Load 817 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Three Base Values Adjusted Live Load 1816 lb 1816 lb 1816 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 2 ft 4 ft 8 ft Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 800 plf 800 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf 0 plf Comp.-L to Grain: Fc- 1 = 650 psi Fc-1'= 650 psi Right Live Load 800 plf 800 plf Right Dead Load 0 plf 0 plf Controlling Moment: 34729 ft-lb Load Start O ft 4 ft 6.0 Ft from left support of span 2(Center Span) Load End 2 ft 8 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2 ft 4 ft Controlling Shear: 11654 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: 173.65 in3 192.19 in3 Area(Shear): 65.97 in2 76.88 in2 Moment of Inertia(deflection): 1278.85 in4 1441.41 in4 Moment: 34729 ft-lb 38438 ft-lb Shear: 11654 lb 13581 lb Page Project:JT ROTH MEDALLION MEADOWS LOT 1 Mark Stewart Location:M-3 i Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.125 IN x 10.5IN x 8.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:45:11 PM Section Adequate By:83.4% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.13 IN L/767 Dead Load 0.00 in Total Load 0.13 IN L/758 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3324 lb 5133 lb Dead Load 50 lb 50 lb Total Load 3374 lb 5182 lb Bearing Length 1.01 in 1.56 in BEAM DATA Center 8.5 ft Al_ Span Length 8.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 600 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 12 plf Notch Depth 0.00 Total Uniform Load 612 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Load Number One Base Values Adjusted Live Load 3157 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 6.5 ft Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 200 plf Min.Mod.of Elasticity: E_min= 930 ksi Emin'= 930 ksi Left Dead Load 0 plf Comp.1 to Grain: Fc- L= 650 psi Fc--- = 650 psi Right Live Load 0 plf Right Dead Load 0 plf Controlling Moment: 9304 ft-lb Load Start 6.5 ft 5.52 Ft from left support of span 2(Center Span) Load End 8.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2 ft Controlling Shear: -5182 lb 8.0 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: Rea'd Provided Section Modulus: 46.52 in3 94.17 in3 Area(Shear): 29.33 in2 53.81 in2 Moment of Inertia(deflection): 232.13 in4 494.4 in4 Moment: 9304 ft-lb 18834 ft-lb Shear: -5182 lb 9507 lb page Project:JT ROTH MEDALLION MEADOWS LOT 1 Mark Stewart Location:M-4 Mark Stewart Home Design Multi-Loaded Multi-Span Beam , ) 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5 INx11.25INx6.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:45:11 PM Section Adequate By:83.5% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.04 IN L/2082 Dead Load 0.00 in Total Load 0.04 IN L/2053 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2015 lb 2015 lb Dead Load 28 lb 28 lb Total Load 2043 lb 2043 lb Bearing Length 0.93 in 0.93 in BEAM DATA Center 6.5 ft Span Length 6.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 620 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 9 plf #2-Douglas-Fir-Larch Total Uniform Load 629 plf Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 990 psi Cd=1.00 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- L= 625 psi Fc--- = 625 psi Controlling Moment: 3319 ft-lb 3.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2043 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: 40.24 in3 73.83 in3 Area(Shear): 17.02 in2 39.38 in2 Moment of Inertia(deflection): 71.82 in4 415.28 in4 Moment: 3319 ft-lb 6091 ft-lb Shear: 2043 lb 4725 lb Project:JT ROTH MEDALLION MEADOWS LOT 1 page Mark Stewart Location:M-8 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 6.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 11/25/2015 1:45:11 PM Section Adequate By:231.3% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.03 IN L/2587 Dead Load 0.00 in Total Load 0.03 IN L/2542 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 3575 lb 3575 lb Dead Load 63 lb 63 lb Total Load 3638 lb 3638 lb Bearing Length 0.92 in 0.92 in BEAM DATA Center 6.src Span Length 6.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 1100 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 19 plf 2.0E Parallam- Level Trus Joist Total Uniform Load 1119 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. L to Grain: Fc- = 750 psi Fc- L'= 750 psi Controlling Moment: 5912 ft-lb 3.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3638 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 Comparisons with required sections: Req'd Provided Section Modulus: 24.44 in3 123.39 in3 Area(Shear): 18.82 in2 62.34 in2 Moment of Inertia(deflection): 101.94 in4 732.62 in4 Moment: 5912 ft-lb 29854 ft-lb Shear: -3638 lb 12053 lb Project:JT ROTH MEDALLION MEADOWS LOT 1 page 4- 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 IN x 11.875 IN x 6.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 11/25/2015 1:45:11 PM Section Adequate By:25.9% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.08 IN L/906 Dead Load 0.00 in f Total Load 0.08 IN L/902 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 9513 lb 6873 lb Dead Load 58 lb 58 lb Total Load 9571 lb 6932 lb Bearing Length 2.43 in 1.76 in BEAM DATA Center 6ft Al_ Span Length 6 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 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 19 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 319 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 14086 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 2.5 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.l to Grain: Fc-1-= 750 psi Fc-1'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 22188 ft-lb Left Live Load 200 plf 2.52 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 200 plf Controlling Shear: 9571 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 2.5 ft Load Length 2.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 91.71 in3 123.39 in3 Area(Shear): 49.51 in2 62.34 in2 Moment of Inertia(deflection): 291.08 in4 732.62 in4 Moment: 22188 ft-lb 29854 ft-lb Shear: 9571 lb 12053 lb Project:JT ROTH MEDALLION MEADOWS LOT 1 page Mark Stewart Location:M-7A UP IN FLOOR,WATCH ROOF NEED HEEL ON TRUSS , 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 14.0IN x 12.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 11/25/2015 1:45:11 PM Section Adequate By:9.1% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.36 IN L/413 Dead Load 0.01 in Total Load 0.37 IN L/407 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 6447 lb 7624 lb Dead Load 144 lb 144 lb Total Load 6590 lb 7768 lb Bearing Length 1.67 in 1.97 in 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 100 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 23 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 123 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2851 psi CLoad Number One d=1.00 CF=0.98 Li Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Location 6 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.±to Grain: Fc- = 750 psi Fc-±'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 37329 ft-lb Left Live Load 500 plf 6.0 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 500 plf Controlling Shear: -7768 lb Right Dead Load 0 plf 12.0 Ft from left support of span 2(Center Span) Load Start 6 ft Created by combining all dead loads and live loads on span(s)2 Load End 12.5 ft Load Length 6.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 157.14 in3 171.5 in3 Area(Shear): 40.18 in2 73.5 in2 Moment of Inertia(deflection): 1046.78 in4 1200.5 in4 Moment: 37329 ft-lb 40742 ft-lb Shear: -7768 lb 14210 lb Project:JT ROTH MEDALLION MEADOWS LOT 1 page Mark Stewart Location:M-7B Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] ViolAtli Sherwood,OR 97140 3.5 IN x 11.875 IN x 5.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 11/25/2015 1:45:11 PM Section Adequate By:54.8% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.05 IN L/1256 Dead Load 0.00 in Total Load 0.05 IN L/1249 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 4526 lb 5156 lb Dead Load 36 lb 36 lb Total Load 4562 lb 5192 lb Bearing Length 1.74 in 1.98 in BEAM DATA Center 5.5 f< 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 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 POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2903 psi Load Number One Cd=1.00 CF=1.00 Live Load 6932 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--i'= 750 psi Controlling Moment: 11286 ft-lb 2.97 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -5192 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 Comparisons with required sections: Req'd Provided Section Modulus: 46.64 in3 82.26 in3 Area(Shear): 26.85 in2 41.56 in2 Moment of Inertia(deflection): 140.02 in4 488.41 in4 Moment: 11286 ft-lb 19902 ft-lb Shear: -5192 lb 8035 lb page Project:JT ROTH MEDALLION MEADOWS LOT 1 Mark Stewart / Location:X-3 y Mark StewaHome Design Multi-Loaded Multi-Span Beam 22582 SW Mainrt St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 INx11.25INx8.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:45:11 PM Section Adequate By:41.2% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.09 IN L/1134 Dead Load 0.00 in Total Load 0.09 IN L/1111 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2763 lb 2763 lb Dead Load 57 lb 57 lb Total Load 2820 lb 2820 lb Bearing Length 0.82 in 0.82 in BEAM DATA Center 8.5ft B Span Length 8.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 650 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf #2-Douglas-Fir-Larch Total Uniform Load 663 plf Base Values Adjusted BendingStress: Fb= 875psi 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-1'= 625 psi Controlling Moment: 5991 ft-lb 4.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2820 lb 8.0 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: 82.17 in3 116.02 in3 Area(Shear): 24.88 in2 61.88 in2 Moment of Inertia(deflection): 207.23 in4 652.59 in4 Moment: 5991 ft-lb 8459 ft-lb Shear: -2820 lb 7013 lb page Project:JT ROTH MEDALLION MEADOWS LOT 1 Mark Stewart Location:X-4 „"itliMark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 8.75 IN x 24.0 IN x 26.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:45:11 PM Section Adequate By:13.8% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.74 IN L/421 Dead Load 0.03 in Total Load 0.77 IN L/407 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 2 REACTIONS A B Live Load 12612 lb 12873 lb Dead Load 592 lb 592 lb Total Load 13204 lb 13465 lb Bearing Length 2.32 in 2.37 in BEAM DATA Center 26ft Span Length 26 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 26 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0.03 Beam Self Weight 46 plf Notch Depth 0.00 Total Uniform Load 46 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Base Values Adjusted Live Load 3335 lb 11000 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb Fbcmpr= 1850 psi Fb'= 2078 psi Location 5 ft 14 ft Cd_=1.00 Cv=0.87 Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Three Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 550 plf 150 plf 200 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf 0 plf 0 plf Comp.L to Grain: Fc-L= 650 psi Fc-L'= 650 psi Right Live Load 550 plf 150 plf 200 plf Right Dead Load 0 plf 0 plf 0 plf Controlling Moment: 127831 ft-lb Load Start 5 ft 19 ft 14 ft 14.04 Ft from left support of span 2(Center Span) Load End 19 ft 26 ft 26 ft Created by combining all dead loads and live loads on span(s)2 Load Length 14 ft 7 ft 12 ft Controlling Shear: -13465 lb At 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'd Provided Section Modulus: 738.27 in3 840 in3 Area(Shear): 76.22 in2 210 in2 Moment of Inertia(deflection): 8616.28 in4 10080 in4 Moment: 127831 ft-lb 145445 ft-lb Shear: -13465 lb 37100 lb ` page Project:JT ROTH MEDALLION MEADOWS LOT 1 Mark Stewart / Location:cantilevered back door header Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] y Sherwood,OR 97140 5.5 INx9.5INx12.5FT(9.5+3) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:45:11 PM Section Adequate By:272.8% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Right Live Load 0.04 IN L/3178 0.05 IN 2L/1342 Dead Load 0.00 in 0.00 in Total Load 0.04 IN L/2926 0.05 IN 2L/1396 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 475 lb 1517 lb Dead Load 48 lb 93 lb Total Load 523 lb 1610 lb Uplift(1.5 F.S) -110 lb 0 lb Bearing Length 0.15 in 0.47 in 9.5nsn BEAM DATA Center Right Span Length 9.5 ft 3 ft Unbraced Length-Top 0 ft 0 ft UNIFORM LOADS Cen er Right Unbraced Length-Bottom 9.5 ft 3 ft Uniform Live Load 100 plf 300 plf Live Load Duration Factor 1.00 Uniform Dead Load 0 plf 0 plf Notch Depth 0.00 Beam Self Weight 11 plf 11 plf MATERIAL PROPERTIES Total Uniform Load 111 plf 311 plf #2-Douglas-Fir-Larch Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 870 psi Cd=1.00 CI=O.99 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.±to Grain: Fc- = 625 psi Fc-±'= 625 psi Controlling Moment: -1401 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: 934 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: 19.32 in3 82.73 in3 Area(Shear): 8.24 in2 52.25 in2 Moment of Inertia(deflection): 105.42 in4 392.96 in4 Moment: -1401 ft-lb 5998 ft-lb Shear: 934 lb 5922 lb Footing Design I.2003 International Residential Code(01 NDS)1 Ver:6.00.81 By: Mark Stewart, Mark Stewart Home Design on: 06-08-2007 : 5:18:39 PM Project: FOOTINGS-Location: f-17 Summary: Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN. O.C. E/W/(5) min. Footing Loads: Live Load: PL= 6000 LB Dead Load: PD= 6000 LB Total Load: PT= 12000 LB Ultimate Factored Load: Pu= 18600 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.0 FT Length: L= 3.0 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 6.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1333 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Required Footing Area: Areq= 8.89 SF Area Provided: A= 9.0 SF Baseplate Bearing: Bearing Required: Bearing= 18600 LB Allowable Bearing: Bearing-Allow= 71400 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 5038 LB Allowable Beam Shear: vc1= 25245 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 53.00 IN Punching Shear: Vu2= 16095 LB Allowable Punching Shear(ACI 11-35): vc2-a= 86721 LB Allowable Punching Shear(ACI 11-36): vc2-b= 152873 LB Allowable Punching Shear(ACI 11-37): vc2-c= 74333 LB Controlling Allowable Punching Shear: vc2= 74333 LB Bending Calculations: Factored Moment: Mu= 83700 IN-LB Nominal Moment Strength: Mn= 282369 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.51 IN Steel Required Based on Moment: As(1)= 0.28 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.86 IN2 Controlling Reinforcing Steel: As-regd= 0.86 IN2 Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W/(5) Min. Reinforcement Area Provided: As= 0.98 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 15.00 IN Footing Design I.2003 International Residential Code(01 NDS)1 Ver:6.00.81 By: Mark Stewart, Mark Stewart Home Design on: 06-08-2007 : 5:18:40 PM Project: FOOTINGS- Location: f-19 Summary: Footing Size: 3.25 FT x 3.25 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN. O.C. E/W/(5) min. Footing Loads: Live Load: PL= 7000 LB Dead Load: PD= 7000 LB Total Load: PT= 14000 LB Ultimate Factored Load: Pu= 21700 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.25 FT Length: L= 3.25 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 6.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1325 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Required Footing Area: Areq= 10.37 SF Area Provided: A= 10.56 SF Baseplate Bearing: Bearing Required: Bearing= 21700 LB Allowable Bearing: Bearing-Allow= 71400 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 6260 LB Allowable Beam Shear: vc1= 27349 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 53.00 IN Punching Shear: Vu2= 19210 LB 11 Allowable Punching Shear(ACI 11-35): vc2-a= 86721 LB Allowable Punching Shear(ACI 11-36): vc2-b= 152873 LB Allowable Punching Shear(ACI 11-37): vc2-c= 74333 LB Controlling Allowable Punching Shear: vc2= 74333 LB Bending Calculations: Factored Moment: Mu= 105788 IN-LB Nominal Moment Strength: Mn= 283066 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.47 IN Steel Required Based on Moment: As(1)= 0.36 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.94 IN2 Controlling Reinforcing Steel: As-read= 0.94 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W/(5) Min. Reinforcement Area Provided: As= 0.98 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 16.50 IN 1 Footing Design 1 2003 International Residential Code(01 NDS)1 Ver: 6.00.81 By: Mark Stewart, Mark Stewart Home Design on: 06-08-2007 : 5:18:42 PM Project: FOOTINGS-Location:f-22 Summary: Footing Size: 3.75 FT x 3.75 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN. O.C. E/W/(6) min. Footing Loads: Live Load: PL= 9000 LB Dead Load: PD= 8000 LB Total Load: PT= 17000 LB Ultimate Factored Load: Pu= 26500 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.75 FT Length: L= 3.75 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 6.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1209 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Required Footing Area: Areq= 12.59 SF Area Provided: A= 14.06 SF Baseplate Bearing: Bearing Required: Bearing= 26500 LB Allowable Bearing: Bearing-Allow= 71400 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 8392 LB Allowable Beam Shear: vc1= 31556 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 53.00 IN Punching Shear: Vu2= 24216 LB Allowable Punching Shear(ACI 11-35): vc2-a= 86721 LB Allowable Punching Shear(ACI 11-36): vc2-b= 152873 LB Allowable Punching Shear(ACI 11-37): vc2-c= 74333 LB Controlling Allowable Punching Shear: vc2= 74333 LB Bending Calculations: Factored Moment: Mu= 149063 IN-LB Nominal Moment Strength: Mn= 339278 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 IN Steel Required Based on Moment: As(1)= 0.51 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 1.08 IN2 Controlling Reinforcing Steel: As-regd= 1.08 IN2 Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W/(6) Min. Reinforcement Area Provided: As= 1.18 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 19.50 IN