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Specifications (82) t 613-1-201 () - col-telt,. ii-tis.s 5i.,) 11, 3 44'‘' Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 page Mark Stewart Location:m-1 RECEIVED {(i f �_ Mark Stewart Home Design Multi-Loaded Multi-Span Beam Iww- 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.5 IN x 11.5 IN x 11.0 FT NOV 2 2 2016 #2-Douglas-Fir-Larch-Dry Use 10/26/2016 5:13:44 PM Section Adequate By:41.3% CITY OF T IGARD StruCalc Version 8.0.113.0LOADING DIAGRAM Controlling Factor: Moment BUILDING DIVISION DEFLECTIONS Center Live Load 0.15 IN L/908 Dead Load 0. 5 In 0FFI COPY Total Load 0.15 IN L/878 OF�,� Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2200 lb 2200 lb Dead Load 75 lb 75 lb Total Load 2275 lb 2275 lb W _� --. Bearing Length 0.66 in 0.66 in - - - -- --- --- BEAM DATA Center A »ft B Span Length 11 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 11 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.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 6257 ft-lb 5.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2275 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: 85.82 in3 121.23 in3 Area(Shear): 20.08 in2 63.25 in2 Moment of Inertia(deflection): 276.39 in4 697.07 in4 Moment: 6257 ft-lb 8840 ft-lb Shear: -2275 lb 7168 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location: m-5 gf`.. Mark Stewart Home Design Multi-Loaded Multi-Span Beam 4 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.5 IN x 11.5 IN x 16.0 FT #1 -Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:44 PM Section Adequate By:22.4% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.37 IN L/523 Dead Load 0.02 in Total Load 0.39 IN L/499 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1538 lb 1538 lb Dead Load 110 lb 110 lb Total Load 1648 lb 1648 lb W Bearing Length 0.48 in 0.48 in BEAM DATA Center 16 ft B Span Length 16 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 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 14 plf #1 -Douglas-Fir-Larch Total Uniform Load 64 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 1350 psi Fb'= 1350 psi Load Number One Cd=1.00 CF=/.00 Live Load 2276 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Location 8 ft 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--L'= 625 psi Controlling Moment: 11143 ft-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 Controlling Shear: -1648 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: 99.05 in3 121.23 in3 Area(Shear): 14.54 in2 63.25 in2 Moment of Inertia(deflection): 479.64 in4 697.07 in4 Moment: 11143 ft-lb 13638 ft-lb Shear: -1648 lb 7168 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location: m-2l' Mark Stewart Home Design l Multi-Loaded Multi-Span Beam ,.-- Cf t 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.5INx11.5INx11.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:44 PM Section Adequate By: 173.5% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.07 IN L/1816 Dead Load 0.00 in Total Load 0.08 IN L/1699 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1100 lb 1100 lb Dead Load 75 lb 75 lb Total Load 1175 lb 1175 lb Bearing Length 0.34 in 0.34 in --_ — -- --_ --- _-_— --- BEAM DATA Center li f: Span Length 11 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 11 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.1 to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 3232 ft-lb 5.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1175 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: 44.33 in3 121.23 in3 Area(Shear): 10.37 in2 63.25 in2 Moment of Inertia(deflection): 138.2 in4 697.07 in4 Moment: 3232 ft-lb 8840 ft-lb Shear: 1175 lb 7168 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location: m-3 ^� Mark Stewart Home Design Multi-Loaded Multi-Span Beam i!„111!1'14 22582 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.5 IN x 9.5 IN x 13.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:44 PM Section Adequate By:25.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.29 IN L/554 Dead Load 0.02 in Total Load 0.31 IN L/524 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1350 lb 1350 lb Dead Load 76 lb 76 lb Total Load 1426 lb 1426 lb Bearing Length 0.41 in 0.41 in BEAM DATA Center A 13.5 ft B Span Length 13.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 13.5 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 11 plf #2-Douglas-Fir-Larch Total Uniform Load 211 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--- = 625 psi Controlling Moment: 4814 ft-lb 6.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1426 lb 14.0 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: 66.02 in3 82.73 in3 Area(Shear): 12.59 in2 52.25 in2 Moment of Inertia(deflection): 255.46 in4 392.96 in4 Moment: 4814 ft-lb 6032 ft-lb Shear: -1426 lb 5922 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location: m-4Mark Stewart Home Design Multi-Loaded Multi-Span BeamIiC 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)) Sherwood, OR 97140 5.5 INx11.5INx7.0FT #2-Douglas-Fir-Larch Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:44 PM Section Adequate By: 148.1% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.03 IN L/2774 Dead Load 0.00 in Total Load 0.03 IN L/2701 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1200 lb 1950 lb Dead Load 48 lb 48 lb Total Load 1248 lb 1998 lb "' Bearing Length 0.36 in 0.58 in • BEAM DATA Center 7 ft _ B Span Length 7 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 7 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 POINT LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 875 psi Load Number One Cd=1.00 CF=1.00 Live Load 1750 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Location 5 ft Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod.of Elasticity: E_min= 470 ksi Emin'= 470 ksi Comp.--to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 3563 ft-lb 4.97 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1998 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: 48.86 in3 121.23 in3 Area(Shear): 17.63 in2 63.25 in2 Moment of Inertia(deflection): 90.46 in4 697.07 in4 Moment: 3563 ft-lb 8840 ft-lb Shear: -1998 lb 7168 lb pace Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location:header at fireplace great room y ` Mark StewartHome 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 9.5 IN x 5.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:44 PM Section Adequate By:69.9% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN L/2149 Dead Load 0.00 in Total Load 0.03 IN L/2118 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B . Live Load 1413 lb 1413 lb Dead Load 31 lb 31 lb Total Load 1444 lb 1444 lb Bearing Length 0.42 in 0.42 in BEAM DATA Center ss n B 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 100 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 11 plf #2-Douglas-Fir-Larch Total Uniform Load 111 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 2276 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Location 2.75 ft Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-I-to Grain: Fc-1= 625 psi Fc- L'= 625 psi Controlling Moment: 3550 ft-lb 2.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1444 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: 48.69 in3 82.73 in3 Area(Shear): 12.74 in2 52.25 in2 Moment of Inertia(deflection): 65.83 in4 392.96 in4 Moment: 3550 ft-lb 6032 ft-lb Shear: 1444 lb 5922 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location.m-9 '"i��a d�;�1 Mark Stewart Home Design Multi-Loaded Multi-Span BeamWr4? page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart / Location:m-11 , Mark Stewart Horne Design Multi-Loaded Multi-Span Beam 'v 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 10/26/2016 5:13:45 PM Section Adequate By:364.6% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1000 lb 1000 lb Dead Load 17 lb 17 lb Total Load 1017 lb 1017 lb W Bearing Length 0.46 in 0.46 in BEAM DATA Center —_ f 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 Adiusted 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. I-to Grain: Fc- = 625 psi Fc--L'= 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: Redd 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 page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location: m-12 ['�i- 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 3.5 IN x 11.25 IN x 15.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:45 PM Section Adequate By:9.9% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.29 IN L/615 Dead Load 0.01 in Total Load 0.31 IN L/585 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 1263 lb 924 lb Dead Load 64 Ib 64 Ib Total Load 1327 lb 988 lb A Bearing Length 0.61 in 0.45 in _. _ ._-_ BEAM DATA Center 15 ft B Span Length 15 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 15 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 78 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 9 plf #2-Douglas-Fir-Larch Total Uniform Load 87 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 1017 lb Shear Stress: Fv= 180 psi Fv'= 180 psi Dead Load 0 lb Cd=1.00 Location 5 ft 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- L= 625 psi Fc--- = 625 psi Controlling Moment: 5541 ft-lb 5.1 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1327 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: 67.16 in3 73.83 in3 Area(Shear): 11.06 in2 39.38 in2 Moment of Inertia(deflection): 243.27 in4 415.28 in4 Moment: 5541 ft-lb 6091 ft-lb Shear: 1327 lb 4725 lb Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 page Mark Stewart Location:m-13 , Mark Stewart Home Design Multi-Loaded Multi-Span Beam I gi. 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 3.5 IN x 11.25 IN x 4.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:45 PM Section Adequate By: 188.2% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN L/5402 Dead Load 0.00 in Total Load 0.01 IN L/5339 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1620 lb 1620 lb Dead Load 19 lb 19 lb Total Load 1639 lb 1639 lb W Bearing Length 0.75 in 0.75 in BEAM DATA Center A 4s 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 720 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 9 plf #2-Douglas-Fir-Larch Total Uniform Load 729 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-1= 625 psi Fc-1'= 625 psi Controlling Moment: 1844 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: 1639 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: 22.35 in3 73.83 in3 Area(Shear): 13.66 in2 39.38 in2 Moment of Inertia(deflection): 27.67 in4 415.28 in4 Moment: 1844 ft-lb 6091 ft-lb Shear: 1639 lb 4725 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location-m-17 f`"' Mark Stewart Home Design Multi-Loaded Multi-Span Beam .0 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.125 IN x 10.5 IN x 4.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:45 PM Section Adequate By: 108.0% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.03 IN L/2019 Dead Load 0.00 in Total Load 0.03 IN L/2010 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 4544 lb 3656 lb Dead Load 26 lb 26 lb Total Load 4571 lb 3682 lb Bearing Length 1.37 in 1.11 in �� — — -- BEAM DATA Center = a.s ri 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 400 plf Camber Ad]. Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 12 plf Notch Depth 0.00 Total Uniform Load 412 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'= 2400 psi Location 2 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.--to Grain: Fc- L= 650 psi Fc-J'= 650 psi Right Live Load 200 plf Right Dead Load 0 plf Controlling Moment: 7852 ft-lb Load Start 0 ft 2.03 Ft from left support of span 2(Center Span) Load End 2 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2 ft Controlling Shear: 4571 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: 39.26 in3 94.17 in3 Area(Shear): 25.87 in2 53.81 in2 Moment of Inertia(deflection): 88.17 in4 494.4 in4 Moment: 7852 ft-lb 18834 ft-lb Shear: 4571 lb 9507 lb Page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location: m-18 , 0.,;0,,.I, ) Mark Stewart Home Design Multi-Loaded Multi-Span Beam . , ,er.",, 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 3.125 IN x 10.5 IN x 5.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:45 PM Section Adequate By: 101.3% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.03 IN L/1921 Dead Load 0.00 in Total Load 0.03 IN L/1906 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 1 REACTIONS A B Live Load 2861 lb 1239 lb Dead Load 20 lb 20 lb feimin jaawiriae.__.___a__._-, . , Total Load 2880 lb 1259 lb Bearing Length 1.42 in 0.62 in —--- —== BEAM DATA Center — 5.5 ft —B 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 Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 7 plf Notch Depth 0.00 Total Uniform Load 7 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 3600 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 1.5 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 250 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp.-I-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Right Live Load 0 plf Right Dead Load 0 plf Controlling Moment: 4283 ft-lb Load Start 1.5 ft 1.54 Ft from left support of span 2(Center Span) Load End 5.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft Controlling Shear: 2880 lb 1 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: 21.41 in3 57.42 in3 Area(Shear): 16.3 in2 32.81 in2 Moment of Inertia(deflection): 56.5 in4 301.46 in4 Moment: 4283 ft-lb 11484 ft-lb Shear: 2880 lb 5797 lb Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Page Mark Stewart Location: m-19 'A Stewart Home Design / Multi-Loaded Multi-Span Beam 22582 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 IN x 9.25 IN x 7.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:46 PM Section Adequate By:230.4% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN L/2981 Dead Load 0.00 in Total Load 0.03 IN L/2825 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 750 lb 750 lb Dead Load 41 lb 41 lb Total Load 791 lb 791 lb Bearing Length 0.23 in 0.23 in — — '- -- BEAM DATA Center A 7.5 ft 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 200 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 11 plf #2-Douglas-Fir-Larch Total Uniform Load 211 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-l= 625 psi Fc-1'= 625 psi • Controlling Moment: 1484 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: 791 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: 23.74 in3 78.43 in3 Area(Shear): 6.98 in2 50.88 in2 Moment of Inertia(deflection): 43.8 in4 362.75 in4 Moment: 1484 ft-lb 4902 ft-Ib Shear: 791 lb 5766 lb Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 page Mark Stewart Location: L-1 Mark Stewart Home Design Multi-Loaded Multi-Span Beam iiU a`(;1s 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.5 IN x 11.5IN x 15.0 FT #1 -Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:46 PM Section Adequate By:4.6% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.46 IN L/392 Dead Load 0.01 in Total Load 0.47 IN L/380 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3375 lb 3375 lb Dead Load 103 lb 103 lb Total Load 3478 lb 3478 lb Bearing Length 1.01 in 1.01 in BEAM DATA Center A 15 ft B Span Length 15 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 15 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 450 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #1 -Douglas-Fir-Larch Total Uniform Load 464 plf Base Values Adjusted Bending Stress: Fb= 1350 psi Fb'= 1350 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 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- L= 625 psi Fc--- = 625 psi Controlling Moment: 13042 ft-lb 7.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3478 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: 115.93 in3 121.23 in3 Area(Shear): 30.69 in2 63.25 in2 Moment of Inertia(deflection): 640.62 in4 697.07 in4 Moment: 13042 ft-lb 13638 ft-lb Shear: -3478 lb 7168 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location:I-1Mark Stewart Home Design "' Multi-Loaded Multi-Span Beam ' N 22582 SW Main St.#309 0f [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 IN x 11.5 IN x 14.0 FT #1 -Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:46 PM Section Adequate By:20.0% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.35 IN L/482 Dead Load 0.01 in Total Load 0.36 IN L/468 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 3150 lb 3150 lb Dead Load 96 lb 96 lb Total Load 3246 lb 3246 lb "' Bearing Length 0.94 in 0.94 in BEAM DATA Center 14 ft Span Length 14 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 14 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 450 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #1 -Douglas-Fir-Larch Total Uniform Load 464 plf Base Values Adjusted Bending Stress: Fb= 1350 psi Fb'= 1350 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 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.-L to Grain: Fc- = 625 psi Fc- L'= 625 psi Controlling Moment: 11361 ft-lb 7.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3246 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: 100.99 in3 121.23 in3 Area(Shear): 28.64 in2 63.25 in2 Moment of Inertia(deflection): 520.85 in4 697.07 in4 Moment: 11361 ft-lb 13638 ft-lb Shear: 3246 lb 7168 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart / Location:I-2a ..‘t,' Mark Stewart Home Design Multi-Loaded Multi-Span Beam i 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5 INx11.5INx7.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:46 PM Section Adequate By: 137.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.03 IN L/3028 Dead Load 0.00 in Total Load 0.03 IN L/2958 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 779 lb 1421 lb Dead Load 31 lb 31 lb Total Load 809 lb 1452 lb W Bearing Length 0.37 in 0.66 in BEAM DATA Center — 7 rc Span Length 7 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 7 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 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 900 psi Fb'= 990 psi Load Number One Cd=1.00 CF=1.10 Live Load 1500 lb Shear Stress: Fv= 180 psi Fv'= 180 psi Dead Load 0 lb Cd=1.00 Location 5 ft 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: 2678 ft-lb 4.97 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1452 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: 32.47 in3 77.15 in3 Area(Shear): 12.1 in2 40.25 in2 Moment of Inertia(deflection): 52.73 in4 443.59 in4 Moment: 2678 ft-lb 6365 ft-lb Shear: -1452 lb 4830 lb Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 pane Mark Stewart Location: 1-4 Fr • 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 9.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:46 PM Section Adequate By:64.4% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN L/1520 Dead Load 0.00 in Total Load 0.05 IN L/1503 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1800 lb 1800 lb Dead Load 21 lb 21 lb Total Load 1821 lb 1821 lb W Bearing Length 0.83 in 0.83 in BEAM DATA Center s ft _ B Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 600 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 7 plf #2-Douglas-Fir-Larch Total Uniform Load 607 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: 2732 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1821 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: 30.35 in3 49.91 in3 Area(Shear): 15.18 in2 32.38 in2 Moment of Inertia(deflection): 54.67 in4 230.84 in4 Moment: 2732 ft-lb 4492 ft-lb Shear: 1821 lb 3885 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location:1-5y( ; f 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 10/26/2016 5:13:46 PM Section Adequate By:364.6% LOADING DIAGRAM Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1000 lb 1000 lb Dead Load 17 lb 17 lb w Total Load 1017 lb 1017 lb Bearing Length 0.46 in 0.46 in -•-----_---------- .-----.— �____._ ___. __ _ __. BEAM DATA Center 4 ft 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. L to Grain: Fc- L= 625 psi Fc--L'= 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 Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 vase Mark Stewart Location:I-6 j� 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 10/26/2016 5:13:46 PM Section Adequate By: 192.2% LOADING DIAGRAM Controlling Factor: Shear DEFLECTIONS Center Live Load 0.01 IN L/6923 Dead Load 0.00 in Total Load 0.01 IN L/6849 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1600 lb 1600 lb Dead Load 17 Ib 17 Ib Total Load 1617 lb 1617 lb Bearing Length 0.74 in 0.74 in _—, _- __ _.__ _ _ ____. _______ BEAM DATA Center A 4f 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 800 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 9 plf #2-Douglas-Fir-Larch Total Uniform Load 809 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: Emin= 580 ksi Emin'= 580 ksi Comp.1 to Grain: Fc- L= 625 psi Fc-1'= 625 psi Controlling Moment: 1617 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: -1617 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: 19.6 in3 73.83 in3 Area(Shear): 13.48 in2 39.38 in2 Moment of Inertia(deflection): 21.6 in4 415.28 in4 Moment: 1617 ft-lb 6091 ft-lb Shear: -1617 lb 4725 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location:m-6 . ,,t„ Mark Stewart Home Design Multi-Loaded Multi-Span Beam , ,w- 22582 SW Main St.#309 of + [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.125 IN x 25.5 IN x 23.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:47 PM Section Adequate By:8.1% LOADING DIAGRAM Controlling Factor: Moment PEFLECTIONS Center Live Load 0.69 IN L/407 Dead Load 0.02 in 1 Total Load 0.71 IN L/398 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 16044 lb 11781 lb TR1 Dead Load 333 lb 333 lb Total Load 16377 lb 12114 lb W Bearing Length 4.92 in 3.64 in '' • BEAM DATA Center 23.5 ft B Span Length 23.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 23.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 750 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0.02 Beam Self Weight 28 plf Notch Depth 0.00 Total Uniform Load 778 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adiusted Live Load 9500 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2201 psi Location 7 ft Cd=1.00 Cv=0.92 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 0 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp.1-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Right Live Load 200 plf Right Dead Load 0 plf Controlling Moment: 94270 ft-lb Load Start 0 ft 7.99 Ft from left support of span 2(Center Span) Load End 7 ft Created by combining all dead loads and live loads on span(s)2 Load Length 7 ft Controlling Shear: 16377 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: 514 in3 555.42 in3 Area(Shear): 92.7 in2 130.69 in2 Moment of Inertia(deflection): 6271.19 in4 7081.63 in4 Moment: 94270 ft-lb 101867 ft-lb Shear: 16377 lb 23088 lb Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 page Mark Stewart Location:garage floor beams 3, Mark Stewart Home Design Multi-Loaded Multi-Span Beam -�"'4_FI.,\e!1 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.5 IN x 11.5 IN x 7.5 FT #1 -Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:47 PM Section Adequate By:38.8% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.07 IN L/1374 Dead Load 0.02 in Total Load 0.08 IN L/1093 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3250 lb 3250 lb Dead Load 989 Ib 989 lb Total Load 4239 lb 4239 lb W Bearing Length 1.23 in 1.23 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 600 plf Notch Depth 0.00 Uniform Dead Load 250 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #1 -Douglas-Fir-Larch Total Uniform Load 864 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 1350 psi Fb'= 1350 psi Load Number One Cd=1.00 CF=1.00 Live Load 2000 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Location 3.75 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod.of Elasticity: Emin= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Controlling Moment: 9823 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: -4239 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: 87.32 in3 121.23 in3 Area(Shear): 37.4 in2 63.25 in2 Moment of Inertia(deflection): 182.7 in4 697.07 in4 Moment: 9823 ft-lb 13638 ft-lb Shear: -4239 lb 7168 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location:gt-1 for loading only �, ;, 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 6.75 IN x 22.5 IN x 28.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:47 PM Section Adequate By: 1.7% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.92 IN L/366 Dead Load 0.04 in 1 Total Load 0.96 IN L/351 2 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 12488 lb 7613 lb Dead Load 461 lb 461 lb ' Total Load 12948 lb 8073 lb Bearing Length 2.95 in 1.84 in - BEAM DATA Center 28 rt B Span Length 28 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 28 ft UNIFORM LOADSenter Live Load Duration Factor 1.00 Uniform Live Load 200 plf Camber Adj.Factor 1.5 Uniform Dead Load 0 plf Camber Required 0.06 Beam Self Weight 33 plf Notch Depth 0.00 Total Uniform Load 233 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Base Values Adjusted Live Load 2000 lb 2000 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb Fb_cmpr= 1850 psi Fb'= 2130 psi Location 8 ft 20 ft Cd; Cv=0.89 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 700 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-1'= 650 psi Right Live Load 700 plf Right Dead Load 0 plf Controlling Moment: 80243 ft-lb Load Start 0 ft 11.76 Ft from left support of span 2(Center Span) Load End 15 ft Created by combining all dead loads and live loads on span(s)2 Load Length 15 ft Controlling Shear: 12948 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: 451.99 in3 569.53 in3 Area(Shear): 73.29 in2 151.88 in2 Moment of Inertia(deflection): 6302.38 in4 6407.23 in4 Moment: 80243 ft-lb 101110 ft-lb Shear: 12948 lb 26831 lb Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 page Mark Stewart Location:gt-2 for loading only --" Mark Stewart Home Desi11 gn Multi-Loaded Multi-Span Beam r -4°p 22582 SW Main St.#309 I 4 [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 6.75 IN x 18.0 IN x 28.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:47 PM Section Adequate By:6.1% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.88 IN L/382 Dead Load 0.06 in Total Load 0.94 IN L/357 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 5657 lb 3943 lb Dead Load 369 lb 369 lb Total Load 6026 lb 4312 lb .w Bearing Length 1.37 in 0.98 in BEAM DATA Center 28 ft B Span Length 28 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 28 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 200 plf Camber Adj. Factor 1.5 Uniform Dead Load 0 plf Camber Required 0.09 Beam Self Weight 26 plf Notch Depth 0.00 Total Uniform Load 226 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 4000 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2178 psi Location 8 ft Cd=1.00 Cv=0.91 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--- = 650 psi Controlling Moment: 41066 ft-lb 8.96 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6026 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: 226.21 in3 364.5 in3 Area(Shear): 34.11 in2 121.5 in2 Moment of Inertia(deflection): 3091.83 in4 3280.5 in4 Moment: 41066 ft-lb 66170 ft-lb Shear: 6026 lb 21465 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location:m-16 !II. Mark Stewart Home Design * ` F;,�.,� 22582 SW Main St.#309 of Multi-Loaded Multi-Span Beam � - [2009 International Building Code(2005 NDS)] t'mSherwood,OR 97140 5.125 IN x 12.0 IN x 10.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:47 PM Section Adequate By:39.7% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.24 IN L/522 Dead Load 0.00 in f Total Load 0.24 IN L/516 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 2 REACTIONS A B Live Load 7707 lb 4543 lb ` Dead Load 70 lb 70 lb Total Load 7777 lb 4613 lb Bearing Length 2.33 in 1.38 in -' ill_ BEAM DATA Center —10.5ft- B Span Length 10.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10.5 ft UNIFORM LOADS enter Live Load Duration Factor 1.00 Uniform Live Load 200 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 13 plf Notch Depth 0.00 Total Uniform Load 213 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Base Values Adjusted Live Load 6500 lb 2300 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 2.5 ft 8 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 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-1'= 650 psi Right Live Load 450 plf Right Dead Load 0 plf Controlling Moment: 17362 ft-lb Load Start 0 ft 2.52 Ft from left support of span 2(Center Span) Load End 3 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3 ft Controlling Shear: 7777 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: 86.81 in3 123 in3 Area(Shear): 44.02 in2 61.5 in2 Moment of Inertia(deflection): 508.97 in4 738 in4 Moment: 17362 ft-lb 24600 ft-lb Shear: 7777 lb 10865 lb Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 page Mark Stewart Location:m-7 1:011„� 7) Mark Stewart Home Design Multi-Loaded Multi-Span Beam 1..F. r �i of 22582 SW Main St.#309 [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.125 IN x 12.0 IN x 8.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:47 PM Section Adequate By:62.9% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.11 IN L/933 Dead Load 0.00 in Total Load 0.11 IN L/923 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 4032 lb 1668 lb Dead Load 35 lb 35 lb Total Load 4067 lb 1702 lb � .TR2 -- Bearing Length 2.00 in 0.84 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 0 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 8 plf Notch Depth 0.00 Total Uniform Load 8 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: lb Fb_cm r= 1850 Dead Load 0 ft p psi Fb'= 2400 psi Location 2.5 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 600 plf 300 plf Min. Mod.of Elasticity: E_min= 930 ksi Emin'= 930 ksi Left Dead Load 0 plf 0 plf Comp.--to Grain: Fc- = 650 psi Fc- L'= 650 psi Right Live Load 600 plf 0 plf Right Dead Load 0 plf 0 plf Controlling Moment: 8228 ft-lb Load Start 0 ft 2.5 ft 2.55 Ft from left support of span 2(Center Span) Load End 2.5 ft 8.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2.5 ft 6 ft Controlling Shear: 4067 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: 41.14 in3 75 in3 Area(Shear): 23.02 in2 37.5 in2 Moment of Inertia(deflection): 173.69 in4 450 in4 Moment: 8228 ft-lb 15000 ft-lb Shear: 4067 lb 6625 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location:bm-1 to Mark Stewart Home Design Multi-Loaded Multi-Span Beam '�` �. 22582 SW Main St.#309 or [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.125 IN x 12.0 IN x 9.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCaic Version 8.0.113.0 10/26/2016 5:13:48 PM Section Adequate By:331.5% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.07 IN L/1680 Dead Load 0.00 in Total Load 0.07 IN L/1635 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1425 lb 1425 lb Dead Load 39 lb 39 lb w Total Load 1464 lb 1464 lb Bearing Length 0.72 in 0.72 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 300 plf CamberAdj.Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 8 plf Notch Depth 0.00 Total Uniform Load 308 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 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.J-to Grain: Fc- 1 = 650 psi Fc--- = 650 psi Controlling Moment: 3476 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: 1464 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: 17.38 in3 75 in3 Area(Shear): 8.28 in2 37.5 in2 Moment of Inertia(deflection): 96.44 in4 450 in4 Moment: 3476 ft-lb 15000 ft-lb Shear: 1464 lb 6625 lb Page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location: bm-2 CfrucaIp y Mark Stewart Home Design / Multi-Loaded Multi-Span Beam V 1� �1 22582 SW Main St.#309 or [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 8.75 IN x 15.0 IN x 21.5 FT 24F-V4-Visually Graded Western Species Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:48 PM Section Adequate By:26.5% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.57 IN L/456 i Dead Load 0.03 in Total Load 0.60 IN L/432 1 2 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 • REACTIONS A BTR2 Live Load 3058 lb 7617 lb TR1 Dead Load 306 lb 306 lb Total Load 3364 lb 7922 lb W Bearing Length 0.59 in 1.39 in A BEAM DATA Center Span Length 21.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 21.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 50 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0.03 Beam Self Weight 28 plf Notch Depth 0.00 Total Uniform Load 78 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Base Values Adjusted Live Load 2000 lb 1200 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb Fb_cmpr= 1850 psi Fb'= 2220 psi Location 12 ft 13.5 ft Cd=1.00 Cv=0.92 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 300 plf 500 plf Min. Mod. of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf 0 plf Comp.-1-to Grain: Fc-1= 650 psi Fc---'= 650 psi Right Live Load 300 plf 500 plf Right Dead Load 0 plf 0 plf Controlling Moment: 35228 ft-lb Load Start 13.5 ft 13.5 ft 13.54 Ft from left support of span 2(Center Span) Load End 21.5 ft 21.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 8 ft 8 ft Controlling Shear: -7922 lb 22.0 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: 190.46 in3 328.13 in3 Area(Shear): 44.84 in2 131.25 in2 Moment of Inertia(deflection): 1944.72 in4 2460.94 in4 Moment: 35228 ft-lb 60691 ft-lb Shear: -7922 lb 23188 lb Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 paQe Mark Stewart Location:m-8 !II., L, 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 15.0IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:48 PM Section Adequate By: 11.1% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.50 IN L/400 Dead Load 0.01 in Total Load 0.51 IN L/391 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 5096 lb 5593 lb TRI I/ Dead Load 137 lb 137 lb Total Load 5233 lb 5731 lb W j Bearing Length 1.57 in 1.72 in BEAM DATA Center — issn— 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 300 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0.01 Beam Self Weight 17 plf Notch Depth 0.00 Total Uniform Load 317 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 3364 Ib Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 7 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 250 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-1'= 650 psi Right Live Load 250 plf Right Dead Load 0 plf Controlling Moment: 28837 ft-lb Load Start 7 ft 7.09 Ft from left support of span 2(Center Span) Load End 16.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 9.5 ft Controlling Shear: -5731 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: 144.19 in3 192.19 in3 Area(Shear): 32.44 in2 76.88 in2 Moment of Inertia(deflection): 1297.72 in4 1441.41 in4 Moment: 28837 ft-lb 38438 ft-lb Shear: -5731 lb 13581 lb Project:JT Roth Medallion 8 revised Tree Hill Parcelpage 2 Mark Stewart Location: Rec Room patio doorMark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] j� Sherwood, OR 97140 5.125 IN x 12.0 IN x 6.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:48 PM Section Adequate By:42.2% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.06 IN L/1358 Dead Load 0.00 in Total Load 0.06 IN L/1348 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 2 Live Load 7600 lb 7600 lb Dead Load 43 lb 43 lb Total Load 7643 lb 7643 lb w Bearing Length 2.29 in 2.29 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 800 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 13 plf Notch Depth 0.00 Total Uniform Load 813 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Base Values Adjusted Live Load 5000 lb 5000 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb Fb cmpr= 1850 psi Fb'= 2400 psi Location 1 ft 5.5 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.1 to Grain: Fc- L= 650 psi Fc--- = 650 psi Controlling Moment: 9295 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: -7643 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: 46.48 in3 123 in3 Area(Shear): 43.26 in2 61.5 in2 Moment of Inertia(deflection): 195.66 in4 738 in4 Moment: 9295 ft-lb 24600 ft-lb Shear: -7643 lb 10865 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location:db-1 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 5.5 IN x 11.5IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:48 PM Section Adequate By:32.5% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.04 IN L/1901 Dead Load 0.00 in Total Load 0.04 IN L/1876 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 3433 lb 1867 lb Dead Load 47 lb 47 lb w Total Load 3480 lb 1914 lb Bearing Length 1.01 in 0.56 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft UNIFORM LOADS enter Live Load Duration Factor 1.00 Uniform Live Load 100 plf Notch Depth 0.00 Uniform Dead Load 2 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 116 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 4700 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Location 2 ft Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-I-to Grain: Fc- I = 625 psi Fc-1'= 625 psi Controlling Moment: 6671 ft-lb 2.04 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3480 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: 91.49 in3 121.23 in3 Area(Shear): 30.71 in2 63.25 in2 Moment of Inertia(deflection): 132 in4 697.07 in4 Moment: 6671 ft-lb 8840 ft-lb Shear: 3480 lb 7168 lb Page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location: m-10Mark Stewart Home Design Multi-Loaded Multi-Span Beam 4+' 1k.s4e!l 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 3.5 IN x 11.25 IN x 11.5 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 1 0/26/201 6 5:13:48 PM Section Adequate By: 15.6% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.33 IN L/416 Dead Load 0.00 in Total Load 0.34 IN L/410 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 4025 lb 4025 lb Dead Load 57 Ib 57 lb Total Load 4082 lb 4082 lb Bearing Length 1.55 in 1.55 in — —__-- BEAM DATA Center11.5 e Span Length 11.5 ft A Unbraced Length-Top 0 ft Unbraced Length-Bottom 11.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 700 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 710 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2923 psi Cd=1.00 CF=1.01 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc- L= 750 psi Fc-1'= 750 psi Controlling Moment: 11735 ft-lb 5.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4082 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: Read Provided Section Modulus: 48.17 in3 73.83 in3 Area(Shear): 21.48 in2 39.38 in2 Moment of Inertia(deflection): 359.25 in4 415.28 in4 Moment: 11735 ft-lb 17986 ft-lb Shear: -4082 lb 7481 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location:nb-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 5.5 IN x 11.5 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:48 PM Section Adequate By:93.5% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.09 IN L/1381 Dead Load 0.00 in Total Load 0.09 IN L/1329 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1500 lb 2000 lb Dead Load 69 lb 69 lb Total Load 1569 lb 2069 lb Bearing Length 0.46 in 0.60 in - == SEAM DATA Center 10 n— g 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 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 TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 875 psi Load Number One Cd=1.00 CF=1.00 Left Live Load 0 plf Shear Stress: Fv= 170 psi Fv'= 170 psi Left Dead Load 0 plf Cd=1.00 Right Live Load 300 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Right Dead Load 0 plf Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Load Start 0 ft Comp.1 to Grain: Fc-1= 625 psi Fc--- = 625 psi Load End 10 ft Controlling Moment: 4567 ft-lb Load Length 10 ft 5.3 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2069 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: 62.64 in3 121.23 in3 Area(Shear): 18.25 in2 63.25 in2 Moment of Inertia(deflection): 181.76 in4 697.07 in4 Moment: 4567 ft-lb 8840 ft-lb Shear: -2069 lb 7168 lb cage Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location:m-14 riry ;, Mark Stewart Home Design Multi-Loaded Multi-Span Beam 13IC L. 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5 IN x 11.25 IN x 16.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:49 PM Section Adequate By: 12.9% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.38 IN L/526 Dead Load 0.02 in Total Load 0.40 IN L/498 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1238 lb 1238 lb Dead Load 70 Ib 70 Ib Total Load 1308 lb 1308 lb W Bearing Length 0.60 in 0.60 in wr: 1111.11.11111111111.111111111111111111110111111111M11111/nw_1wt1111111111r1 BEAM DATA Center 16.5 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 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 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.1 to Grain: Fc--L= 625 psi Fc-l'= 625 psi Controlling Moment: 5395 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: 1308 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: 65.4 in3 73.83 in3 Area(Shear): 10.9 in2 39.38 in2 Moment of Inertia(deflection): 284.22 in4 415.28 in4 Moment: 5395 ft-lb 6091 ft-lb Shear: 1308 lb 4725 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location:nb-14, 00,a ,if Mark Stewart Home Design Multi-Loaded Multi-Span Beam ; 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Tkrio. Sherwood,OR 97140 5.125 IN x 10.5 IN x 5.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:49 PM Section Adequate By:64.1% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.05 IN L/1250 Dead Load 0.00 in Total Load 0.05 IN L/1243 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 5760 lb 4116 lb Dead Load 32 Ib 32 Ib Total Load 5792 lb 4148 lb �v Bearing Length 1.74 in 1.25 in BEAM DATA Center 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 700 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 712 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 6026 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 2 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.-I-to Grain: Fc- = 650 psi Fc--L'= 650 psi Controlling Moment: 10102 ft-lb 2.04 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5792 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: 50.51 in3 94.17 in3 Area(Shear): 32.78 in2 53.81 in2 Moment of Inertia(deflection): 142.42 in4 494.4 in4 Moment: 10102 ft-lb 18834 ft-lb Shear: 5792 lb 9507 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart Location: m-14arrMark Stewart Home Design Multi-Loaded Multi-Span Beam uCiGQ 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 (2) 1.5 INx11.25INx14.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:49 PM Section Adequate By:53.9% Controlling Factor: Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/906 Dead Load 0.01 in Total Load 0.20 IN L/849 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 798 lb 798 lb Dead Load 53 lb 53 lb Total Load 851 lb 851 lb Bearing Length 0.45 in 0.45 in BEAM DATA Center Span Length 14.5 ft Unbraced Length-Top 0 ft 14.5 ft• B- Unbraced Length-Bottom 14.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 110 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 117 plf 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. L to Grain: Fc- L= 625 psi Fc- = 625 psi Controlling Moment: 3083 ft-lb 7.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 851 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: 41.11 in3 63.28 in3 Area(Shear): 7.09 in2 33.75 in2 Moment of Inertia(deflection): 141.45 in4 355.96 in4 Moment: 3083 ft-lb 4746 ft-lb Shear: 851 lb 4050 lb page Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 Mark Stewart ' Location: m-15 22582 SW Main St.#309 Mark Stewart Home Design Multi-Loaded Multi-Span Beamof [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 3.5 IN x 16.5 IN x 15.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:49 PM Section Adequate By:24.1% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.38 IN L/491 Dead Load 0.01 in ii Total Load 0.39 IN L/482 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 t REACTIONS A B Live Load 8121 lb 4045 lb Dead Load 97 lb 97 lb Total Load 8218 lb 4142 lb Bearing Length 3.61 in 1.82 in ' -. BEAM DATA Center 15.5 ft B 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 380 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0.01 Beam Self Weight 13 plf Notch Depth 0.00 Total Uniform Load 393 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Base Values Adjusted Live Load 851 lb 2700 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 2 ft 2 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 400 plf 350 plf Min.Mod.of Elasticity: E min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf 0 plf Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Right Live Load 400 plf 350 plf Right Dead Load 0 plf 0 plf Controlling Moment: 21248 ft-lb Load Start 0 ft 2 ft 6.2 Ft from left support of span 2(Center Span) Load End 2 ft 7.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2 ft 5.5 ft Controlling Shear: 8218 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: 106.24 in3 158.81 in3 Area(Shear): 46.52 in2 57.75 in2 Moment of Inertia(deflection): 961.43 in4 1310.2 in4 Moment: 21248 ft-lb 31763 ft-lb Shear: 8218 lb 10203 lb Project:JT Roth Medallion 8 revised Tree Hill Parcel 2 page Mark Stewart Location: 1-3 Mark Stewart Home Design trata10- Multi-Loaded Multi-Span Beam 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] ,..40'"'"4"°. Sherwood,OR 97140 6.75 IN x 18.0 IN x 18.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/26/2016 5:13:49 PM Section Adequate By: 31.8% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.46 IN L/475 Dead Load 0.01 in Total Load 0.47 IN L/464 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 14637 lb 8701 lb Dead Load 237 Ib 237 Ib Total Load 14874 lb 8938 lb Bearing Length 3.39 in 2.04 in —_ --_;: - __ BEAM DATA Center A 18 ft B Span Length 18 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 18 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 840 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0.01 Beam Self Weight 26 plf Notch Depth 0.00 Total Uniform Load 866 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 8218 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2277 psi Location 2.5 ft Cd=1.00 Cv=0.95 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 Emin'= 930 ksi Comp.-I-to Grain: Fc- = 650 psi Fc--L'= 650 psi Controlling Moment: 46110 ft-lb 7.74 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 14874 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: 243.02 in3 364.5 in3 Area(Shear): 84.19 in2 121.5 in2 Moment of Inertia(deflection): 2488.83 in4 3280.5 in4 Moment: 46110 ft-lb 69160 ft-lb Shear: 14874 lb 21465 lb