The URL can be used to link to this page

Specifications (47) \`(\ -\- 0\'1 —001)1c c: 3ic ACLN,LiX\ Project:WESTLAND CORBN LOT 8 M-3015-TH page Mark Stewart Location: U-1 {{ , A. Mark Stewart Home Design Multi-Loaded Multi-Span Beam !• wuctIt' 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.125 IN x 10.5 IN x 9.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/1/2016 2:18:14 PM Section Adequate By:74.6% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.18 IN L1628R �j s�ED 1 Dead Load 0.00 in Total Load 0.18 IN L/620 p 1/ ��+++ Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 ��" V2 017 REACTIONS A B CiTyOF--� -- Live Load 4118 lb 3282 lb BUIL Dead Load 55 lb 55 lb Total Load 4173 lb 3338 lb Bearing Length 1.25 in 1.00 in . . , BEAM DATA Center 9.5 ft Span Length 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 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 12 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adiusted Live Load 1200 lb 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 1 Cd=1.00 Load Number One Two Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 850 plf 200 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--L'= 650 psi Right Live Load 850 plf 0 plf Right Dead Load 0 plf 0 plf Controlling Moment: 10105 ft-lb Load Start O ft 7 ft 4.84 Ft from left support of span 2(Center Span) Load End 7 ft 9.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 7 ft 2.5 ft Controlling Shear: 4173 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: 50.52 in3 94.17 in3 Area(Shear): 23.62 in2 53.81 in2 Moment of Inertia(deflection): 283.21 in4 494.4 in4 Moment: 10105 ft-lb 18834 ft-lb Shear: 4173 lb 9507 lb Project:WESTLAND CORBN LOT 8 M-3015-TH page • Mark Stewart Location: U-2 --1 Mark Stewart Home Design Multi-Loaded Multi-Span Beam 1ra��- 22582 SW Main St.#309 or [2009 International Building Code(2005 NDS)] "0"`""- Sherwood,OR 97140 5.5 IN x 9.25 IN x 3.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/1/2016 2:18:14 PM Section Adequate By:220.1% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.01 IN U6875 Dead Load 0.00 in Total Load 0.01 IN L/6788 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 1 REACTIONS A B Live Load 1649 lb 826 lb Dead Load 19 lb 19 lb Total Load 1669 lb 845 lb Bearing Length 0.49 in 0.25 in BEAM DATA Center Span Length 3.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES = Beam Self Weight 11 plf #2-Douglas-Fir-Larch Total Uniform Load 11 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 750 psi Fb'= 750 psi Load Number One Cd=1.00 CF=1.00 Live Load 1000 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Location 1.5 ft Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp. L to Grain: Fc--L= 625 psi Fc-1'= 625 psi Load Number One Two Left Live Load 850 plf 200 plf Controlling Moment: 1531 ft-lb Left Dead Load 0 plf 0 plf , 1.5 Ft from left support of span 2(Center Span) Right Live Load 850 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf 0 plf Controlling Shear: 1669 lb Load Start 0 ft 1.5 ft At left support of span 2(Center Span) Load End 1.5 ft 3.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1.5 ft 2 ft Comparisons with required sections: Req'd Provided Section Modulus: 24.5 in3 78.43 in3 Area(Shear): 14.72 in2 50.88 in2 Moment of Inertia(deflection): 18.99 in4 362.75 in4 Moment: 1531 ft-lb 4902 ft-lb Shear: 1669 lb 5766 lb • Project:WESTLAND CORBN LOT 8 M-3015-TH page Mark Stewart Location:m-1 if++, Mark Stewart Home Design Multi-Loaded Multi-Span BeamU ' ` 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] \..,4,44'"-* .. *"°"` Sherwood,OR 97140 3.5 IN x 11.875 IN x 19.0 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 11/1/2016 2:18:14 PM Section Adequate By:40.4% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.45 IN L/505 Dead Load 0.03 in Total Load 0.48 IN L/473 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 1 REACTIONS A B Live Load 1739 lb 1161 lb Dead Load 99 lb 99 lb Total Load 1838 lb 1259 lb Bearing Length 0.70 in 0.48 in BEAM DATA Center 19 ft Span Length 19 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 19 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 10 plf 2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 110 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 1000 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.-L to Grain: Fc- L= 750 psi Fc- = 750 psi Controlling Moment: 7182 ft-lb 7.6 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1838 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: 29.68 in3 82.26 in3 Area(Shear): 9.67 in2 41.56 in2 Moment of Inertia(deflection): 347.99 in4 488.41 in4 Moment: 7182 ft-lb 19905 ft-lb Shear: 1838 lb 7897 lb Project:WESTLAND CORBN LOT 8 M-3015-TH page Mark Stewart Location:m-3 , Mark Stewart Home Design Multi-Loaded Multi-Span Beam , �, 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] �� Sherwood, OR 97140 5.25 IN x 11.875 IN x 19.0 FT(9+10) 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 11/1/2016 2:18:14 PM Section Adequate By: 115.5% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Left Center Live Load 0.06 IN U1697 0.09 IN U1292 Dead Load 0.00 in 0.00 in Total Load 0.06 IN U1683 0.09 IN U1277 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A B C Live Load 3491 lb 10473 lb 3821 lb Dead Load 50 lb 185 lb 60 lb Total Load 3541 lb 10659 lb 3881 lb rill..111111111111111111111111%. Uplift(1.5 F.S) -610 lb 0 lb -382 lb Bearing Length 0.90 in 2.71 in 0.99 in 9ft 10ft BEAM DATA Left Center Span Length 9 ft 10 ft Unbraced Length-Top 0 ft 0 ft UNIFORM LOADS Left Center Unbraced Length-Bottom 9 ft 10 ft Uniform Live Load 880 plf 880 plf Live Load Duration Factor 1.00 Uniform Dead Load 0 plf 0 plf Notch Depth 0.00 Beam Self Weight 16 plf 16 plf MATERIAL PROPERTIES Total Uniform Load 896 plf 896 plf 2.0 Rigidlam LVL-Roseburg Forest Products Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2860 psi Cd=1.00 C1=0.98 CF=1.00 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- = 750 psi Fc-1'= 750 psi Controlling Moment: -10187 ft-lb Over left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 1,2 Controlling Shear: 5497 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 1,2 Comparisons with required sections: Read Provided Section Modulus: 42.74 in3 123.39 in3 Area(Shear): 28.93 in2 62.34 in2 Moment of Inertia(deflection): 204.07 in4 732.62 in4 Moment: -10187 ft-lb 29409 ft-lb Shear: 5497 lb 11845 lb page Project:WESTLAND CORBN LOT 8 M-3015-TH / Mark Stewart Location:m-4 #, 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 3.5 IN x 11.875 IN x 8.5 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 11/1/2016 2:18:15 PM Section Adequate By:231.6% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.07 IN U1543 Dead Load 0.00 in Total Load 0.07 IN L/1514 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 2338 lb 2338 lb Dead Load 44 lb 44 lb Total Load 2382 lb 2382 lb w Bearing Length 0.91 in 0.91 in BEAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft 111111111 Unbraced Length-Bottom 8.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 550 plf Notch Depth 0.00 Uniform Dead Load 0 plf plf Beam Self Weight 10 MATERIAL PROPERTIES 9 2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 560 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2904 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc- L= 750 psi Fc- = 750 psi Controlling Moment: 5061 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: 2382 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: 20.91 in3 82.26 in3 Area(Shear): 12.54 in2 41.56 in2 Moment of Inertia(deflection): 113.98 in4 488.41 in4 Moment: 5061 ft-lb 19905 ft-lb Shear: 2382 lb 7897 lb Project:WESTLAND CORBN LOT 8 M-3015-TH page Mark Stewart Location:m-5 � Mark Stewart Home Design Multi-Loaded Multi-Span Beam n141' 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] \:. Sherwood,OR 97140 3.5 IN x 11.875 IN x 6.0 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 11/1/2016 2:18:15 PM Section Adequate By: 541.4% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN U6031 Dead Load 0.00 in Total Load 0.01 IN L/5878 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1200 lb 1200 lb Dead Load 31 lb 31 lb Total Load 1231 lb 1231 lb " Bearing Length 0.47 in 0.47 in BEAM DATA Center 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 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 Bending Stress: Fb= 2900 psi Fb'= 2904 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1-to Grain: Fc--L= 750 psi Fc- = 750 psi Controlling Moment: 1847 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: 1231 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: 7.63 in3 82.26 in3 Area(Shear): 6.48 in2 41.56 in2 Moment of Inertia(deflection): 29.16 in4 488.41 in4 Moment: 1847 ft-lb 19905 ft-lb Shear: 1231 lb 7897 lb Project:WESTLAND CORBN LOT 8 M-3015-TH page Mark Stewart Location:m-6 rti 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 11.875 IN x 5.5 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 11/1/2016 2:18:15 PM Section Adequate By:540.4% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN L/5745 Dead Load 0.00 in Total Load 0.01 IN U5638 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 1205 lb 1095 lb Dead Load 29 lb 29 lb Total Load 1233 lb 1124 lb Bearing Length 0.47 in 0.43 in BEAM DATA Center s.s 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 200 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 210 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 1200 lb Shear Stress: Fv= 285 psi Fv'= 285 psi Dead Load 0 lb Cd=1.0O Location 2.5 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc-1= 750 psi Fc- = 750 psi Controlling Moment: 2410 ft-lb 2.53 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1233 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: 9.96 in3 82.26 in3 Area(Shear): 6.49 in2 41.56 in2 Moment of Inertia(deflection): 30.61 in4 488.41 in4 Moment: 2410 ft-lb 19905 ft-lb Shear: 1233 lb 7897 lb Project:WESTLAND CORBN LOT 8 M-3015-TH page Mark Stewart / Location:m-7 'il � Mark Stewart Home Design Multi-Loaded Multi-Span Beam 1014 '.; 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.25 IN x 11.875 IN x 10.5 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 11/1/2016 2:18:15 PM Section Adequate By:275.1% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.09 IN U1350 Dead Load 0.00 in Total Load 0.10 IN U1310 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 2625 lb 2625 lb Dead Load 82 lb 82 lb Total Load 2707 lb 2707 lb Bearing Length 0.69 in 0.69 in BEAM DATA Center 10.5 ft B Span Length 10.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10.5 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 Bending Stress: Fb= 2900 psi Fb'= 2904 psi Cd=1.00 CF=1.00 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-1= 750 psi Fc- L'= 750 psi Controlling Moment: 7105 ft-lb 5.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2707 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: 29.36 in3 123.39 in3 Area(Shear): 14.25 in2 62.34 in2 Moment of Inertia(deflection): 195.32 in4 732.62 in4 Moment: 7105 ft-lb 29858 ft-lb Shear: 2707 lb 11845 lb Project:WESTLAND CORBN LOT 8 M-3015-TH page Mark Stewart Location:m-8 U rur Mark Stewart Home Design Multi-Loaded Multi-Span Beam y111".-` 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] , Sherwood,OR 97140 5.125 IN x 16.5 IN x 20.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/1/2016 2:18:15 PM Section Adequate By:25.2% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.55 IN 11451 Dead Load 0.02 in Total Load 0.57 IN 0434 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 2 REACTIONS A Live Load 6543 lb 2848 lb TR1 Dead Load 188 lb 188 lb Total Load 6731 lb 3036 lb W Bearing Length 2.02 in 0.91 in BEAM DATA Center 20.5 ft Span Length 20.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 20.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 100 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0.02 Beam Self Weight 18 plf Notch Depth 0.00 Total Uniform Load 118 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Three Base Values Adjusted Live Load 2707 lb 1689 lb 845 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb 0 lb Fb_cmpr= 1850 psi Fb'= 2330 psi Location 7.5 ft 2.75 ft 6 ft Cd=1.00 Cv=0.97 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 300 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp.1 to Grain: Fc- = 650 psi Fc-1'= 650 psi Right Live Load 300 plf Right Dead Load 0 plf Controlling Moment: 29337 ft-lb Load Start 0 ft 7.59 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: 6731 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: 151.07 in3 232.55 in3 Area(Shear): 38.1 in2 84.56 in2 Moment of Inertia(deflection): 1532.18 in4 1918.51 in4 Moment: 29337 ft-lb 45160 ft-lb Shear: 6731 lb 14939 lb Project:WESTLAND CORBN LOT 8 M-3015-TH page Mark Stewart Location:m-9 �,pt / ., Mark Stewart Home Design Multi-Loaded Multi-Span Beam ;` �' =f' 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] \16,0*-**'* —"- Sherwood,OR 97140 5.5 IN x 9.5 IN x 4.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/1/2016 2:18:15 PM Section Adequate By:47.2% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.02 IN U2247 Dead Load 0.00 in Total Load 0.02 IN U2228 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2923 lb 1743 lb Dead Load 25 lb 25 lb Total Load 2949 lb 1768 lb Bearing Length 0.86 in 0.51 in BEAM DATA Center 4.5 ft 4 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 250 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 11 plf #2-Douglas-Fir-Larch . Total Uniform Load 261 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 3541 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Location 1.5 ft 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: 4099 ft-lb 1.53 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2949 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 56.22 in3 82.73 in3 Area(Shear): 26.02 in2 52.25 in2 Moment of Inertia(deflection): 62.96 in4 392.96 in4 Moment: 4099 ft-lb 6032 ft-lb Shear: 2949 lb 5922 lb • Project: ESTLAND CORBN LOT 8 M-3015-TH page W Mark Stewart Location:m-10 ,S10/ 1,., Mark Stewart Home Design Multi-Loaded Multi-Span Beam a ,. 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] \, -' Sherwood,OR 97140 5.5 IN x 9.5 IN x 9.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/1/2016 2:18:16 PM Section Adequate By:29.1% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.13 IN L/831 Dead Load 0.00 in Total Load 0.13 IN U810 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 2025 lb 2025 lb Dead Load 51 lb 51 lb Total Load 2076 lb 2076 lb Bearing Length 0.60 in 0.60 in BEAM DATA Center 9 e 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 450 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 11 plf #2-Douglas-Fir-Larch Total Uniform Load 461 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- L= 625 psi Fc- = 625 psi Controlling Moment: 4671 ft-lb 4.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2076 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: 64.06 in3 82.73 in3 Area(Shear): 18.32 in2 52.25 in2 Moment of Inertia(deflection): 170.31 in4 392.96 in4 Moment: 4671 ft-lb 6032 ft-lb Shear: -2076 lb 5922 lb Project:WESTLAND CORBN LOT 8 M-3015-TH page Mark Stewart Location:m-11 trtit4+,, y Mark Stewart Home Design Multi-Loaded Multi-Span Beam " .. ' 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.125 IN x 10.5 IN x 6.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/1/2016 2:18:16 PM Section Adequate By:67.1% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.07 IN U1085 Dead Load 0.01 in Total Load 0.08 IN U1005 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B `' Live Load 3598 lb 4646 lb ,. TR1 Dead Load 203 lb 1042 lb Total Load 3801 lb 5688 lb W Bearing Length 1.14 in 1.71 in BEAM DATA Center Span Length 6.5 ft11111111.11". - Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 550 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0.01 Beam Self Weight 12 plf Notch Depth 0.00 Total Uniform Load 562 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 3500 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 3.75 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 850 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp.-Ito Grain: Fc-1 = 650 psi Fc-1-'= 650 psi Right Live Load 0 plf Right Dead Load 850 plf Controlling Moment: 10267 ft-lb Load Start 3.75 ft 3.77 Ft from left support of span 2(Center Span) Load End 6.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2.75 ft Controlling Shear: -5688 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: Reo'd Provided Section Modulus: 51.33 in3 94.17 in3 Area(Shear): 32.19 in2 53.81 in2 Moment of Inertia(deflection): 164.11 in4 494.4 in4 Moment: 10267 ft-lb 18834 ft-lb Shear: -5688 lb 9507 lb Project:WESTLAND CORBN LOT 8 M-3015-TH page Mark Stewart Location:m-2Mark Stewart Home Design Multi-Loaded Multi-Span Beamt�'wCa `. 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] \\,4040°"--- Sherwood,OR 97140 5.125 IN x 10.5 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/1/2016 2:18:16 PM Section Adequate By:29.7% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.13 IN U759 Dead Load 0.00 in Total Load 0.13 IN U752 • 2 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: U240 • t REACTIONS A B Live Load 7282 lb 3650 lb mi Dead Load 47 lb 47 lb Total Load 7329 lb 3697 lb W Bearing Length 2.20 in 1.11 in Hiii.1 BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 650 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 662 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Base Values Adjusted Live Load 1259 lb 4173 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 3 ft 1 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 100 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp.-L to Grain: Fc-1= 650 psi Fc--L'= 650 psi Right Live Load 100 plf Right Dead Load 0 plf Controlling Moment: 10196 ft-lb Load Start 0 ft 3.04 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: 7329 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: 50.98 in3 94.17 in3 Area(Shear): 41.48 in2 53.81 in2 Moment of Inertia(deflection): 234.37 in4 494.4 in4 Moment: 10196 ft-lb 18834 ft-lb Shear: 7329 lb 9507 lb Project:WESTLAND CORBN LOT 8 M-3015-TH page Mark Stewart / Location:m-12 itr a1Mark Stewart Home Design Multi-Loaded Multi-Span Beam . C' 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] «" Sherwood,OR 97140 5.5 IN x 11.5 IN x 16.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/1/2016 2:18:16 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 U504 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 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 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-1= 625 psi Fc- L'= 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: Req'd 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 CORBN LOT 8 M-3015-TH page Mark Stewart Location:m-13St1'uCiC Mark Stewart Home Design Multi-Loaded Multi-Span Beam � 1 '4 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 8.75 IN x 12.0 IN x 15.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/1/2016 2:18:16 PM Section Adequate By:8.7% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.40 IN U447 Dead Load 0.26 in Total Load 0.66 IN L/271 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 5300 lb 5700 lb Dead Load 3921 lb 3921 lb Total Load 9221 lb 9621 lb Bearing Length 1.62 in 1.69 in BEAM DATA Center tett 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 600 plf Camber Adj. Factor 1 Uniform Dead Load 500 plf Camber Required 0.26 Beam Self Weight 23 plf Notch Depth 0.00 Total Uniform Load 1123 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 2000 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2353 psi Location 9 ft Cd=1.00 Cv=0.98 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.1 to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 37862 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: -9621 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: Reo'd Provided Section Modulus: 193.1 in3 210 in3 Area(Shear): 54.46 in2 105 in2 Moment of Inertia(deflection): 1117.08 in4 1260 in4 Moment: 37862 ft-lb 41175 ft-lb Shear: -9621 lb 18550 lb Project:WESTLAND CORBN LOT 8 M-3015-TH page Mark Stewart / Location: DECKVoic 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 IN x 12.0 IN x 14.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/1/2016 2:44:49 PM Section Adequate By:78.0% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.22 IN L/794 Dead Load 0.17 in Total Load 0.39 IN U442 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:0240 REACTIONS A Live Load 1450 lb 1450 lb Dead Load 1154 lb 1154 lb Total Load 2604 lb 2604 lb Bearing Length 1.14 in 1.14 in BEAM DATA Center 14.5 ft Span Length 14.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 14.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 0 Uniform Live Load 200 plf Camber Required 0 Uniform Dead Load 150 plf Notch Depth 0.00 Beam Self Weight 9 plf MATERIAL PROPERTIES Total Uniform Load 359 plf 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.-1-to Grain: Fc- = 650 psi Fc- L'= 650 psi Controlling Moment: 9438 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: -2604 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: Reck! Provided Section Modulus: 47.19 in3 84 in3 Area(Shear): 14.74 in2 42 in2 Moment of Inertia(deflection): 273.65 in4 504 in4 Moment: 9438 ft-lb 16800 ft-lb Shear: -2604 lb 7420 lb Project:WESTLAND CORBN LOT 8 M-3015-TH page Mark Stewart Location:m-15 Mark Stewart Home Design Multi-Loaded Multi-Span Beam - 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5 IN x 12.0 IN x 6.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/1/2016 2:45:21 PM Section Adequate By:42.0% Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.07 IN U1193 Dead Load 0.01 in Total Load 0.07 IN L/1077 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:0240 REACTIONS A_ Live Load 4708 lb 4351 lb Dead Load 517 lb 517 lb Total Load 5225 lb 4868 lb Bearing Length 2.30 in 2.14 in BEAM DATA Centers.5 ft Span Length 6.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 0 Uniform Live Load 1200 plf Camber Required 0 Uniform Dead Load 150 plf Notch Depth 0.00 Beam Self Weight 9 plf MATERIAL PROPERTIES Total Uniform Load 1359 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 1259 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Dead Load 0 lb Cd=1.00 Location 2.33 ft 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-1= 650 psi Fc- = 650 psi Controlling Moment: 8719 ft-lb 2.92 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5225 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: 43.6 in3 84 in3 Area(Shear): 29.57 in2 42 in2 Moment of Inertia(deflection): 152.04 in4 504 in4 Moment: 8719 ft-lb 16800 ft-lb Shear: 5225 lb 7420 lb Project:WESTLAND CORBN LOT 8 M-3015-TH page Mark Stewart / Location: m-16 �i� U ' Mark Stewart Home Design Multi-Loaded Multi-Span Beam at ` 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] " Sherwood,OR 97140 5.5 IN x 11.5 IN x 9.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/1/2016 2:18:17 PM Section Adequate By: 149.8% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.06 IN L/1879 Dead Load 0.00 in Total Load 0.06 IN U1797 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 1425 lb 1425 lb Dead Load 65 lb 65 lb Total Load 1490 lb 1490 lb " Bearing Length 0.43 in 0.43 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 Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 314 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.1 to Grain: Fc- = 625 psi Fc- '= 625 psi Controlling Moment: 3539 ft-lb 4.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1490 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 48.54 in3 121.23 in3 Area(Shear): 13.15 in2 63.25 in2 Moment of Inertia(deflection): 133.53 in4 697.07 in4 Moment: 3539 ft-lb 8840 ft-lb Shear: 1490 lb 7168 lb • Project:WESTLAND CORBN LOT 8 M-3015-TH page Mark Stewart Location:L-8 � Mark Stewart Home Design Multi-Loaded Multi-Span Beam v`"b • 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 INx10.5INx8.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/1/2016 2:44:08 PM Section Adequate By:67.0% Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.13 IN L/737 Dead Load 0.00 in Total Load 0.13 IN U730 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 4500 lb 4500 lb Dead Load 50 lb 50 lb Total Load 4550 lb 4550 lb Bearing Length 1.27 in 1.27 in BEAM DATA Center 111111111111111111.81ifillialliMMt Span Length 8 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj. Factor 0 Uniform Live Load 750 plf Camber Required 0 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 13 plf MATERIAL PROPERTIES Total Uniform Load 763 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 3000 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Dead Load 0 lb Cd=1.00 Location 4 ft Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.1 to Grain: Fc- = 650 psi Fc--L'= 650 psi Controlling Moment: 12100 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4550 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: 60.5 in3 101.06 in3 Area(Shear): 25.76 in2 57.75 in2 Moment of Inertia(deflection): 259.17 in4 530.58 in4 Moment: 12100 ft-lb 20213 ft-lb Shear: 4550 lb 10203 lb 1 Project:WESTLAND CORBN LOT 8 M-3015-TH page Mark Stewart Location: 1-9 tg Mark Stewart Home Design Multi-Loaded Multi-Span Beami n. lC 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] **'' Sherwood,OR 97140 5.5 INx10.5INx4.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/1/2016 2:18:17 PM Section Adequate By:32.1% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.03 IN L/2088 Dead Load 0.00 in Total Load 0.03 IN L/1859 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 " REACTIONS A B TR2 Live Load 3525 lb 6974 lb TRI Dead Load 748 lb 748 lb Total Load 4273 lb 7723 lb W Bearing Length 1.20 in 2.16 in BEAM DATA Center Span Length 4.5 ft Unbraced Length-Top 0 ft Millillial' - Unbraced Length-Bottom 4.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 550 plf Camber Adj.Factor 1 Uniform Dead Load 320 plf Camber Required 0 Beam Self Weight 13 plf Notch Depth 0.00 Total Uniform Load 883 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 5699 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 3 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 1000 plf 550 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--I-= 650 psi Fc-1'= 650 psi Right Live Load 1000 plf 550 plf Right Dead Load 0 plf 0 plf Controlling Moment: 8798 ft-lb Load Start 3 ft 3 ft 2.97 Ft from left support of span 2(Center Span) Load End 4.5 ft 4.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1.5 ft 1.5 ft Controlling Shear: -7723 lb 5.0 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: 43.99 in3 101.06 in3 Area(Shear): 43.71 in2 57.75 in2 Moment of Inertia(deflection): 91.47 in4 530.58 in4 Moment: 8798 ft-lb 20213 ft-lb Shear: -7723 lb 10203 lb