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Plans (40) /4i,S7 °14-COS 1..1- Project:WESTLAND-ANDERSON LOT 3 CORBIN ESTATES page Mark Stewart Location: u-1 - Mark Stewart Home Design Multi-Loaded Multi-Span Beam Et) '*� -9 22582 SW Main St.#309or [2009 International Building Code(2005 NBECEN Sherwood,OR 97140 3.5 IN x 9.25 IN x 3.5 FT AUC 1 6 2.Q16 #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 8/5/2016 12:57:25 PM Section Adequate By:337.9% LOADING DIAGRAM � � ControllingFactor:Shear �� � GD DEFLECTIONS Center ��1,��Y"®� Live Load 0.00 IN L19190 G ON Dead Load 0.00 in Total Load 0.00 IN U9063 Live Load Deflection Criteria:L1360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 875 lb 875 lb Dead Load 12 lb 12 lb Total Load 887 lb 887 lb Bearing Length 0.41 in 0.41 in BEAM DATA Center ss n B 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 500 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 7 plf #2-Douglas-Fir-Larch Total Uniform Load 507 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-- = 625 psi Fc--I-'= 625 psi Controlling Moment: 776 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: 887 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: Rea'd Provided Section Modulus: 8.63 in3 49.91 in3 Area(Shear): 7.39 in2 32.38 in2 Moment of Inertia(deflection): 9.04 in4 230.84 in4 Moment: 776 ft-lb 4492 ft-lb Shear: 887 lb 3885 lb , Project:WESTLAND-ANDERSON LOT 3 CORBIN ESTATES page Mark Stewart / Location:u-2 Mark Stewart Home Design Multi-Loaded Multi-Span Beam 'C! 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.125 IN x 12.0 IN x 12.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 8/5/2016 12:57:25 PM Section Adequate By:49.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.18 IN L/820 Dead Load 0.15 in Total Load 0.32 IN L/449 Live Load Deflection Criteria: 11360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3000 lb 3000 lb Dead Load 2480 lb 2480 lb Total Load 5480 lb 5480 lb Bearing Length 1.65 in 1.65 in BEAM DATA Center 12 ft 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 500 plf Camber Adj.Factor 1 Uniform Dead Load 400 plf Camber Required 0.15 Beam Self Weight 13 plf Notch Depth 0.00 Total Uniform Load 913 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Adiusted 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. L to Grain: Fc- L= 650 psi Fc--1-'= 650 psi Controlling Moment: 16440 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: 5480 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: 82.2 in3 123 in3 Area(Shear): 31.02 in2 61.5 in2 Moment of Inertia(deflection): 394.5 in4 738 in4 Moment: 16440 ft-lb 24600 ft-lb Shear: 5480 lb 10865 lb Project:WESTLAND-ANDERSON LOT 3 CORBIN ESTATES page Mark Stewart Location:x-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 5.5 IN x 11.5 IN x 8.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 8/5/2016 12:57:25 PM Section Adequate By: 136.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.05 IN U1968 Dead Load 0.00 in Total Load 0.05 IN U1903 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 1700 lb 1700 lb Dead Load 58 lb 58 lb Total Load 1758 lb 1758 lb Bearing Length 0.51 in 0.51 in BEAM DATA Center 8.5 ft 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 400 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 414 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--L= 625 psi Fc-1'= 625 psi Controlling Moment: 3736 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: 1758 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: 51.24 in3 121.23 in3 Area(Shear): 15.51 in2 63.25 in2 Moment of Inertia(deflection): 127.53 in4 697.07 in4 Moment: 3736 ft-lb 8840 ft-lb Shear: 1758 lb 7168 lb Project:WESTLAND-ANDERSON LOT 3 CORBIN ESTATES page Mark Stewart Location:m-12 Mark StewartHome Design frilikk.Multi-Loaded Multi-Span Beam " �* +dJ' 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5 INx9.25INx9.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 8/5/2016 12:57:25 PM Section Adequate By:54.9% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.12 IN U919 Dead Load 0.00 in Total Load 0.13 IN U894 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1188 lb 1188 lb Dead Load 33 lb 33 lb Total Load 1221 lb 1221 lb Bearing Length 0.56 in 0.56 in mn -, . 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 7 plf #2-Douglas-Fir-Larch Total Uniform Load 257 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.- to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 2899 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: -1221 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: 32.22 in3 49.91 in3 Area(Shear): 10.17 in2 32.38 in2 Moment of Inertia(deflection): 90.41 in4 230.84 in4 Moment: 2899 ft-lb 4492 ft-lb Shear: -1221 lb 3885 lb Project:WESTLAND-ANDERSON LOT 3 CORBIN ESTATES page Mark Stewart / Location:m-4 f"w � Mark Stewart Home Design Multi-Loaded Multi-Span Beam ,.. 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 6.75 IN x 15.01N x 13.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 8/5/2016 12:57:25 PM Section Adequate By:72.7% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.25 IN L/622 Dead Load 0.00 in Total Load 0.26 IN U612 2 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 6338 lb 9162 lb TR1 Dead Load 143 lb 143 lb Total Load 6481 lb 9304 lb W Bearing Length 1.48 in 2.12 in BEAM DATA Center Span Length 13 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 13 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 400 plf Camber Adj. Factor 1 Uniform Dead Load 0 pit Camber Required 0 Beam Self Weight 22 plf Notch Depth 0.00 Total Uniform Load 422 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Westem Species Load Number One Two Base Values Adjusted Live Load 1600 lb 6000 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb Fb_cmpr= 1850 psi Fb'= 2395 psi Location 4 ft 10 ft Cd=1.00 Cv=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 450 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp.L to Grain: Fc-L= 650 psi Fc-L'= 650 psi Right Live Load 450 plf Right Dead Load 0 plf Controlling Moment: 28396 ft-lb Load Start 4 ft 7.67 Ft from left support of span 2(Center Span) Load End 10 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft Controlling Shear: -9304 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: Read Provided Section Modulus: 142.25 in3 253.13 in3 Area(Shear): 52.67 in2 101.25 in2 Moment of Inertia(deflection): 1099.11 in4 1898.44 in4 Moment: 28396 ft-lb 50529 ft-lb Shear: -9304 lb 17888 lb • Project:WESTLAND-ANDERSON LOT 3 CORBIN ESTATES page Mark Stewart Location:m-5 Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St.#309 2009 International BuildingCode 2005 NDS or ( )] Sherwood,OR 97140 6.75 IN x 15.0 IN x 15.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 8/5/2016 12:57:26 PM Section Adequate By:21.8% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.42 IN U439 Dead Load 0.01 in Total Load 0.43 IN L1430 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 4986 lb 9214 lb TR1 Dead Load 170 lb 170 lb Total Load 5156 lb 9384 lb Bearing Length 1.18 in 2.14 in a BEAM DATA Center Span Length 15.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 15.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 100 plf CamberAdj.Factor 1 Uniform Dead Load 0 plf Camber Required 0.01 Beam Self Weight 22 plf Notch Depth 0.00 Total Uniform Load 122 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 6000 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2354 psi Location 8.5 ft Cd=1.00 Cv=0.98 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 950 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp. L to Grain: Fc- = 650 psi Fc--L'= 650 psi Right Live Load 950 plf Right Dead Load 0 plf Controlling Moment: 39377 ft-lb Load Start 8.5 ft 8.53 Ft from left support of span 2(Center Span) Load End 15.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 7 ft Controlling Shear: -9384 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: 200.76 in3 253.13 in3 Area(Shear): 53.12 in2 101.25 in2 Moment of Inertia(deflection): 1558.39 in4 1898.44 in4 Moment: 39377 ft-lb 49648 ft-lb Shear: -9384 lb 17888 lb Project:WESTLAND-ANDERSON LOT 3 CORBIN ESTATES page Mark Stewart Location:m-3 , Mark Stewart Home Design Multi-Loaded Multi-Span Beam °t ,�>, � 22582 SW Main St.#309 or [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.25 IN x 11.875 IN x 11.5 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 8/5/2016 12:57:26 PM Section Adequate By:55.0% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.25 IN U558 Dead Load 0.00 in Total Load 0.25 IN U549 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 5666 lb 4184 lb Dead Load 90 lb 90 lb Total Load 5756 lb 4273 lb Bearing Length 1.46 in 1.09 in . BEAM DATA Center »•sn 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 500 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 16 plf 2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 516 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2904 psi Load Number One Cd=1.00 CF=1.00 Live Load 1600 lb Shear Stress: Fv= 285 psi Fv'= 285 psi Dead Load 0 lb Cd=1.00 Location 5.5 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: 16335 ft-lb Left Live Load 500 plf 5.52 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 500 plf Controlling Shear: 5756 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 5 ft Load Length 5 ft Comparisons with required sections: Req'd Provided Section Modulus: 67.5 in3 123.39 in3 Area(Shear): 30.29 in2 62.34 in2 Moment of Inertia(deflection): 472.6 in4 732.62 in4 Moment: 16335 ft-lb 29858 ft-lb Shear: 5756 lb 11845 lb • Project:WESTLAND-ANDERSON LOT 3 CORBIN ESTATES page Mark Stewart Location:m-11i) Mark Stewart Home Design Multi-Loaded Multi-Span Beam 1"'�' 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 INx11.5INx16.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 8/5/2016 12:57:26 PM Section Adequate By:21.5% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.37 IN U538 Dead Load 0.03 in Total Load 0.39 IN L/504 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 1650 lb 1650 lb Dead Load 113 lb 113 lb Total Load 1763 lb 1763 lb Bearing Length 0.51 in 0.51 in BEAM DATA Center ts.5 ft B Span Length 16.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16.5 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 14 plf #2-Douglas-Fir-Larch Total Uniform Load 214 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---'= 625 psi Controlling Moment: 7273 ft-lb 8.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1763 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: Read Provided Section Modulus: 99.74 in3 121.23 in3 Area(Shear): 15.56 in2 63.25 in2 Moment of Inertia(deflection): 466.42 in4 697.07 in4 Moment: 7273 ft-lb 8840 ft-lb Shear: -1763 lb 7168 lb Project:WESTLAND-ANDERSON LOT 3 CORBIN ESTATES page Mark Stewart Location:m-7 L ^* Mark Stewart Home Design NO Multi-Loaded Multi-Span Beam ) 22582 SW Main St#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5 INx9.25INx3.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 8/5/2016 12:57:26 PM Section Adequate By:410.8% 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 750 lb 750 lb Dead Load 11 lb 11 lb Total Load 761 lb 761 lb Bearing Length 0.35 in 0.35 in BEAM DATA Center 3 ft Span Length 3 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 500 plf Notch Depth 0.00 Uniform Dead Load 0 pff MATERIAL PROPERTIES Beam Self Weight 7 plf #2-Douglas-Fir-Larch Total Uniform Load 507 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- = 625 psi Fc-1'= 625 psi Controlling Moment: 570 ft-lb 1.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 761 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: Reo'd Provided Section Modulus: 6.34 in3 49.91 in3 Area(Shear): 6.34 in2 32.38 in2 Moment of Inertia(deflection): 5.69 in4 230.84 in4 Moment: 570 ft-lb 4492 ft-lb Shear: 761 lb 3885 lb Project:WESTLAND-ANDERSON LOT 3 CORBIN ESTATES page Mark Stewart Location:m-7A 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 IN x 11.25 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 8/5/2016 12:57:26 PM Section Adequate By:364.6% 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 B Live Load 1000 lb 1000 lb Dead Load 17 lb 17 lb Total Load 1017 lb 1017 lb Bearing Length 0.46 in 0.46 in BEAM DATA Center art 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 9 plf #2-Douglas-Fir-Larch Total Uniform Load 509 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.1-to Grain: Fc- L= 625 psi Fc--- = 625 psi Controlling Moment: 1017 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: -1017 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: Read Provided Section Modulus: 12.33 in3 73.83 in3 Area(Shear): 8.48 in2 39.38 in2 Moment of Inertia(deflection): 13.5 in4 415.28 in4 Moment: 1017 ft-lb 6091 ft-lb Shear: -1017 lb 4725 lb ' :WESTLAND-ANDERSON LOT 3 CORBIN ESTATES page Project: Mark Stewart Location:M-13 - 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 11.5 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 8/5/2016 12:57:26 PM Section Adequate By:66.0% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center • Live Load 0.23 IN L/597 Dead Load 0.00 in t Total Load 0.24 IN L/586 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3456 lb 3844 lb TR2 TR1 Dead Load 85 lb 85 lb Total Load 3541 lb 3929 lb W Bearing Length 0.90 in 1.00 in BEAM DATA Center Span Length 11.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 11.5 ftUNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 100 plf Notch Depth 0.00Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 115 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2923 psi Load Number One Cd=1.00 CF=1.01 Live Load 1600 lb Shear Stress: Fv= 285 psi Fv'= 285 psi Dead Load 0 lb Cd=1.00 Location 4 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 ne Two Controlling Moment: 12555 ft-lb Left Live Load 0 plf 500 plf 5.06 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 400 plf 500 plf Controlling Shear: -3929 lb Right Dead Load 0 plf 0 plf 12.0 Ft from left support of span 2(Center Span) Load Start 0 ft 4 ft Created by combining all dead loads and live loads on span(s)2 Load End 4 ft 11.5 ft Load Length 4 ft 7.5 ft Comparisons with required sections: Redd Provided Section Modulus: 51.53 in3 110.74 in3 Area(Shear): 20.68 in2 59.06 in2 Moment of Inertia(deflection): 375.34 in4 622.92 in4 Moment: 12555 ft-lb 26979 ft-lb Shear: -3929 lb 11222 lb Project:WESTLAND-ANDERSON LOT 3 CORBIN ESTATES page Mark Stewart Location:X-2 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 INx11.25INx9.0FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 8/5/2016 12:57:27 PM Section Adequate By:51.0% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.14 IN L/747 Dead Load 0.00 in Total Load 0.15 IN L/738 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 4911 lb 2689 lb Dead Load 44 lb 44 lb Total Load 4955 lb 2733 lb Bearing Length 1.89 in 1.04 in BEAM DATA Center s rc B Span Length 9 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 400 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 410 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2923 psi Load Number One Cd=1.00 CF=1.01 Left Live Load 1000 plf Shear Stress: Fv= 285 psi Fv'= 285 psi Left Dead Load 0 plf Cd=1.00 Right Live Load 1000 plf Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Right Dead Load 0 plf Comp.1 to Grain: Fc- = 750 psi Fc- = 750 psi Load Start 0 ft Controlling Moment: 8709 ft-lb Load End 4 ft 3.51 Ft from left support of span 2(Center Span) Load Length 4 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4955 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: 35.75 in3 73.83 in3 Area(Shear): 26.08 in2 39.38 in2 Moment of Inertia(deflection): 200.21 in4 415.28 in4 Moment: 8709 ft-lb 17986 ft-lb Shear: 4955 lb 7481 lb Project:WESTLAND-ANDERSON LOT 3 CORBIN ESTATES page Mark Stewart Location:M-6 trliCalc, 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 INx11.25INx7.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 8/5/2016 12:57:27 PM Section Adequate By:57.9% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.06 IN U1556 Dead Load 0.00 in Total Load 0.06 IN U1532 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2025 lb 2025 lb Dead Load 32 lb 32 lb Total Load 2057 lb 2057 lb Bearing Length 0.94 in 0.94 in BEAM DATA Center 7.5 n B Span Length 7.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 7.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 540 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 9 plf #2-Douglas-Fir-Larch Total Uniform Load 549 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 Emin'= 580 ksi Comp.±to Grain: Fc-1 = 625 psi Fc- 1'= 625 psi Controlling Moment: 3857 ft-lb 3.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2057 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: 46.75 in3 73.83 in3 Area(Shear): 17.14 in2 39.38 in2 Moment of Inertia(deflection): 96.09 in4 415.28 in4 Moment: 3857 ft-lb 6091 ft-lb Shear: 2057 lb 4725 lb page - Project:WESTLAND-ANDERSON LOT 3 CORBIN ESTATES Mark Stewart Location:M-10 it 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 11.25 IN x 7.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 8/5/2016 12:57:27 PM Section Adequate By: 111.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.04 IN U2115 Dead Load 0.00 in i Total Load 0.04 IN L/2070 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1518 lb 1212 lb TR1 Dead Load 32 lb 32 lb Total Load 1550 lb 1244 lb W Bearing Length 0.71 in 0.57 in _ � � — BEAM DATA Center Span Length 7.5 ftrilliiid Unbraced Length-Top 0 ft Unbraced Length-Bottom 7.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 150 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 9 plf #2-Douglas-Fir-Larch Total Uniform Load 159 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 900 psi Fb'= 990 psi Load Number One Cd=1.00 CF=1.10 Live Load 1000 lb Shear Stress: Fv= 180 psi Fv'= 180 psi Dead Load 0 lb Cd=1.00 Location 2 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc-1= 625 psi Fc--L'= 625 psi Load Number One Left Live Load 110 plf Controlling Moment: 2883 ft-lb Left Dead Load 0 plf 2.85 Ft from left support of span 2(Center Span) Right Live Load 110 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf Controlling Shear: 1550 lb Load Start 2 ft At left support of span 2(Center Span) Load End 7.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 34.95 in3 73.83 in3 Area(Shear): 12.91 in2 39.38 in2 Moment of Inertia(deflection): 70.69 in4 415.28 in4 Moment: 2883 ft-lb 6091 ft-lb Shear: 1550 lb 4725 lb • Project:WESTLAND-ANDERSON LOT 3 CORBIN ESTATES page Mark Stewart Location:M-9 fitaistilpi . Mark Stewart Home Design Multi-Loaded Multi-Span Beam ''1,,,,r,141Nes. 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5 IN x 11.25 IN x 7.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 8/5/2016 12:57:27 PM Section Adequate By: 138.4% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.04 IN L/2419 Dead Load 0.00 in 1 Total Load 0.04 IN L/2361 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1330 lb 1025 lb TR1 Dead Load 32 lb 32 lb Total Load 1362 lb 1057 lb W Bearing Length 0.62 in 0.48 in BEAM DATA Center Span Length 7.5 ft Unbraced Length-Top 0 ft 11111111.1.1‘ - Unbraced Length-Bottom 7.5 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 9 plf #2-Douglas-Fir-Larch Total Uniform Load 109 pIt Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 900 psi Fb'= 990 psi Load Number One Cd=1.00 CF=1.10 Live Load 1000 lb Shear Stress: Fv= 180 psi Fv'= 180 psi Dead Load 0 lb Cd=1.00 Location 2 ft Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.--to Grain: Fc- L= 625 psi Fc-1'= 625 psi Load Number One Left Live Load 110 plf Controlling Moment: 2555 ft-lb Left Dead Load 0 plf 2.7 Ft from left support of span 2(Center Span) Right Live Load 110 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf Controlling Shear: 1362 lb Load Start 2 ft At left support of span 2(Center Span) Load End 7.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5.5 ft Comparisons with required sections: Redd Provided Section Modulus: 30.97 in3 73.83 in3 Area(Shear): 11.35 in2 39.38 in2 Moment of Inertia(deflection): 61.81 in4 415.28 in4 Moment: 2555 ft-lb 6091 ft-lb Shear: 1362 lb 4725 lb