The URL can be used to link to this page

Report /IA s 7`�--f»2 — ci.s7s-• Project:Westaland Corbin 10 rebuild medallion 10 / J v� fc W C4C/✓4i pa Location:m-1 r , Mark Stewart Multi-Loaded Multi-Span Beam E, t� Mark StewartHome Design [2009 International Building Code(2005 NDS)] ,y 22582 SW Main St.#309 or 3.5 IN x 11.25 IN x 9.33 FT Sherwood, OR 97140 2.0 Rigidlam LVL-Roseburg Forest Products ---42114-;481;..t'6.41 ' ; fir" i Section Adequate By:46.5% StruCalc Version 8.0.113 0 i, � 2 1;.'6:41 PM Controlling Factor: Deflection LOADING DIAGRAM Ma _..aY' DEFLECTIONS Center ,�V7 Live Load 0.21 IN L/528 i:�- S Dead Load 0.00 in Total Load 0.21 IN L/523 7 p i f ? `-' e ' =t hi Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 �� qe.-_;: 51:11:017::(:. ty 4 REACTIONS A B Live Load 4859 lb 3806 lb TRI Dead Load 46 lb 46 lb Total Load 4905 lb 3852 lb W Bearing Length 1.87 in 1.47 in BEAM DATA Center ' - ..---- ------9.33 ft Span Length 9.33 ft - Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.33 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 500 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 510 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2923 psi Cd=1.00 CF=1.01 Load Number One Shear Stress: Fv= 285 psi Fv'= 285 psi Live Load 1500 lb Cd=1.00 Dead Load 0 lb Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Location 5 ft Comp.-L to Grain: Fc-I= 750 psi Fc--L'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 11911 ft-Ib Left Live Load 500 plf 4.85 Ft from left support of span 2(Center Span) Left Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 500 plf Controlling Shear: 4905 lb Right Dead Load 0 plf At left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 5 ft Load Length 5 ft Comparisons with required sections: Req'd Provided Section Modulus: 48.89 in3 73.83 in3 Area(Shear): 25.81 in2 39.38 in2 Moment of Inertia(deflection): 283.39 in4 415.28 in4 Moment: 11911 ft-lb 17986 ft-lb Shear: 4905 lb 7481 lb Project:Westaland Corbin 10 rebuild medallion 10 - Fzo Location: m-2 Mark Stewart Multi-Loaded Multi-Span Beam .`off�'S,' Mark Stewart Home Design [2009 International Building Code(2005 NDS)] ",p,"¢:►: 22582 SW Main St.#309 �� 3.5 IN x 11.25 IN x 5.0 FT Sherwood, OR 97140 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By:321.6% StruCalc Version 8.0.113.0 10/27/2016 3:16:41 PM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN L/5063 Dead Load 0.00 in Total Load 0.01 IN L/4993 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1750 lb 1750 lb Dead Load 25 lb 25 lb Total Load 1775 lb 1775 lb Bearing Length 0.68 in 0.68 in BEAM DATA Center ��...--,....------=--.. - "- --_---- __-_=� --- -----5 ft- --- Span Length 5 ft g Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 700 plf 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 Adiusted 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--I = 750 psi Fc-1-'= 750 psi Controlling Moment: 2218 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1775 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: 9.11 in3 73.83 in3 Area(Shear): 9.34 in2 39.38 in2 Moment of Inertia(deflection): 29.53 in4 415.28 in4 Moment: 2218 ft-lb 17986 ft-lb Shear: 1775 lb 7481 lb Project:Westaland Corbin 10 rebuild medallion 10 Nato .r _ Mark Stewart Location: m-3 ` Q} Mark Stewart Home Design Multi-Loaded Multi-Span Beam �� • , [2009 International Building Code(2005 NDS)] 22582 SW Main St.#309 of 3.5 IN x 11.25 IN x 10.0 FT Sherwood. OR 97140 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By:75.8% StruCalc Version 8.0.113.0 10/27/2016 3:16:42 PM Controlling Factor: Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.19 IN L/633 Dead Load 0.00 in Total Load 0.19 IN L/624 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3500 lb 3500 lb Dead Load 49 lb 49 lb Total Load 3549 lb 3549 lb w } Bearing Length 1.35 in 1.35 in BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 700 plf 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 Adiusted 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-1-= 750 psi Fc--t-'= 750 psi Controlling Moment: 8873 ft-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 Controlling Shear: 3549 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: 36.42 in3 73.83 in3 Area(Shear): 18.68 in2 39.38 in2 Moment of Inertia(deflection): 236.21 in4 415.28 in4 Moment: 8873 ft-Ib 17986 ft-lb Shear: 3549 lb 7481 lb aace Project:Westaland Corbin 10 rebuild medallion 10 Mark Stewart Location: m-4 Mark Stewart Home Design Multi-Loaded Multi-Span Beam * NIV 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5 IN x 11.25 IN x 3.25 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 10/27/2016 3:16:42 PM Section Adequate By: 548.6% 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 1138 lb 1138 lb Dead Load 16 lb 16 lb Total Load 1153 lb 1153 lb W Bearing Length 0.44 in 0.44 in w L BEAM DATA Center - 3.25 re Span Length 3.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.25 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.±to Grain: Fc--L= 750 psi Fc--L'= 750 psi Controlling Moment: 937 ft-lb 1.62 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1153 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 Comparisons with required sections: Reo'd Provided Section Modulus: 3.85 in3 73.83 in3 Area(Shear): 6.07 in2 39.38 in2 Moment of Inertia(deflection): 8.11 in4 415.28 in4 Moment: 937 ft-lb 17986 ft-lb Shear: -1153 lb 7481 lb Project:Westaland Corbin 10 rebuild medallion 10 page tf`. Mark Stewart Location: m-6 Mark Stewart Home Design Multi-Loaded Multi-Span Beam „a.k 1: ,�}�,� '' 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.25 IN x 11.25 IN x 9.5 FT 2.0E Parallam-iLevel Trus Joist Section Adequate By:232.6% StruCalc Version 8.0.113.0 10/27/2016 3:16:42 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.06 IN L/1938 Dead Load 0.05 in Total Load 0.11 IN L/1079 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1900 lb 1900 lb Dead Load 1513 lb 1513 lb Total Load 3413 lb 3413 lb Bearing Length 0.87 in 0.87 in BEAM DATA Center - --- 9.5 ft —----- Span Length 9.5 ft A - — —— Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 400 plf Uniform Dead Load 300 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 718 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2921 psi Cd=1.00 CF=1.01 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Comp.1-to Grain: Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 8105 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: 3413 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: 33.3 in3 110.74 in3 Area(Shear): 17.65 in2 59.06 in2 Moment of Inertia(deflection): 138.58 in4 622.92 in4 Moment: 8105 ft-lb 26955 ft-lb Shear: 3413 lb 11419 lb Project:Westaland Corbin 10 rebuild medallion 10 Location: L-8 ` Mark Stewart / Multi-Loaded Multi-Span Beam Mark Stewart Home Design int ,r► g i- 22582 SW Main St.#309 [2009 International Building Code(2005 NDS)J aI►;` or 5.5 IN x 11.5 IN x 7.0 FT Sherwood, OR 97140 #1 -Douglas-Fir-Larch-Dry Use Section Adequate By:66.8°o StruCalc Version 8.0.113.0 10/27/2016 3:16:42 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.06 IN L/1437 Dead Load 0.00 in Total Load 0.06 IN L/1421 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3625 lb 3625 lb Dead Load 48 lb 48 lb Total Load 3673 lb 3673 lb Bearing Length 1.07 in 1.07 in BEAM DATA Center ___ -- ---- --7ft— ---- Span Length 7 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 750 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf Beam Self Weight 14 plf #1 -Douglas-Fir-Larch Total Uniform Load 764 plf Base Values Adjusted Bending Stress: Fb= 1350 psi Fb'= 1350 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 170 psi Fv'= 170 psi Live Load 2000 lb Cd=1.00 Dead Load 0 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Location 3.5 ft Min.Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc--I-= 625 psi Fc-1'= 625 psi Controlling Moment: 8178 ft-lb 3.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3673 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: 72.69 in3 121.23 in3 Area(Shear): 32.41 in2 63.25 in2 Moment of Inertia(deflection): 174.65 in4 697.07 in4 Moment: 8178 ft-lb 13638 ft-lb Shear: 3673 lb 7168 lb I Project:Westaland Corbin 10 rebuild medallion 10 page Mark Stewart Location: L-2 Mark Stewart Home Design Multi-Loaded Multi-Span Beam y «'X [2009 International Building Code(2005 NDS)] ♦ r 22582 SW Main St.#309 or 5.5 IN x 11.5 IN x 8.25 FT Sherwood, OR 97140 #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 69.3% StruCalc Version 8.0.113.0 10/27/2016 3:16:42 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.07 IN L/1435 Dead Load 0.00 in Total Load 0.07 IN L/1403 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2475 lb 2475 lb Dead Load 57 lb 57 lb Total Load 2532 lb 2532 lb W Bearing Length 0.74 in 0.74 in — - BEAM DATA Center -- - 8.25 n .. _ Span Length 8.25 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.25 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 600 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 614 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-1-'= 625 psi Controlling Moment: 5221 ft-lb 4.12 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2532 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: 71.61 in3 121.23 in3 Area(Shear): 22.34 in2 63.25 in2 Moment of Inertia(deflection): 174.91 in4 697.07 in4 Moment: 5221 ft-lb 8840 ft-lb Shear: 2532 lb 7168 lb Project:Westaland Corbin 10 rebuild medallion 10 page Mark Stewart Location:L-34y • I ,, Mark Stewart Home Design Multi-Loaded Multi-Span Beam ' li 22582 SW Main St.#309 [2009 International Building Code(2005 NDS)] or Sherwood, OR 97140 5.5 IN x 9.5 IN x 4.5 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:68.9% StruCalc Version 8.0.113.0 10/27/2016 3:16:43 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.03 IN L/2136 Dead Load 0.00 in Total Load 0.03 IN L/2119 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3150 lb 3150 lb Dead Load 25 lb 25 lb Total Load 3175 lb 3175 lb Bearing Length 0.92 in 0.92 in 1/1111!_11/111/111111111111111111111111111._ --- ---" BEAM DATA Center 4.5 ft Span Length 4.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 1400 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 11 plf #2-Douglas-Fir-Larch Total Uniform Load 1411 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.1 to Grain: Fc-1= 625 psi Fc---'= 625 psi Controlling Moment: 3572 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: -3175 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: 48.99 in3 82.73 in3 Area(Shear): 28.02 in2 52.25 in2 Moment of Inertia(deflection): 66.23 in4 392.96 in4 Moment: 3572 ft-lb 6032 ft-lb Shear: -3175 lb 5922 lb Project:Westaland Corbin 10 rebuild medallion 10 page Location: L-5 . Mark Stewart 1 „ Mark Stewart Home Design / Multi-Loaded Multi-Span Beam a ` {�, 22582 SW Main St.#309 or [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 3.5 IN x 11.25 IN x 5.5 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 99.2% St OADI Version 8.0.113.0 10/27/2016 3:16:43 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.02 IN L/2663 Dead Load 0.00 in Total Load 0.03 IN L/2635 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2200 lb 2200 lb Dead Load 23 lb 23 lb Total Load 2223 lb 2223 lb w Bearing Length 1.02 in 1.02 in ! BEAM DATA Center - -- .- --- _ --- -- 5.5 ft --- Span Length 5.5 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 800 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 9 plf #2-Douglas-Fir-Larch Total Uniform Load 809 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.-L to Grain: Fc-1= 625 psi Fc--L'= 625 psi Controlling Moment: 3057 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: -2223 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: 37.06 in3 73.83 in3 Area(Shear): 18.53 in2 39.38 in2 Moment of Inertia(deflection): 56.14 in4 415.28 in4 Moment: 3057 ft-lb 6091 ft-lb Shear: -2223 lb 4725 lb Project:Westaland Corbin 10 rebuild medallion 10 a20f Location: L-6 Mark Stewart Mark Stewart Home Design Multi-Loaded Multi-Span Beam Ott �" iri .1 [2009 International Building Code(2005 NDS)] ft Sherwood,OR 97140. 22582 SW Main St. 309 or 3.125 IN x 13.5 IN x 3.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/27/2016 3:16:43 PM Section Adequate By: 13.3°% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN L/3960 Dead Load 0.00 in Total Load 0.01 IN L/3954 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 6567 lb 4733 lb Dead Load 14 lb 14 lb Total Load 6580 lb 4747 lb Bearing Length 3.24 in 2.34 in BEAM DATA Center Q 3 ft Span Length 3 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 100 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 9 plf Notch Depth 0.00 Total Uniform Load 109 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 11000 lb Bending Stress: Fb= 2400 psi Controlled by.: Dead Load 0 lb Fbcmpr= 1850 psi Fb'= 2400 psi Location 1.25 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---= 650 psi Fc- I'= 650 psi Controlling Moment: 8095 ft-lb 1.26 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6580 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 40.47 in3 94.92 in3 Area(Shear): 37.25 in2 42.19 in2 Moment of Inertia(deflection): 58.24 in4 640.72 in4 Moment: 8095 ft-lb 18984 ft-lb Shear: 6580 lb 7453 lb Project:Westaland Corbin 10 rebuild medallion 10 e Mark Stewart Location:NEW BEAM 3 ,, " Multi-Loaded Multi-Span Beam >a 1 Mark Stewart Home Design / [2009 International Building Code(2005 NDS)] .r 22582 SW Main St.#309 of 5.125 IN x 12.0 IN x 8.5 FT Sherwood. OR 97140 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 107.4% St OADI Version 8.0.113.0 10/27/2016 3:16:43 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.11 IN L/967 Dead Load 0.00 in Total Load 0.11 IN L/956 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3538 lb 4862 lb TRI 1 Dead Load 57 lb 57 lb 1 Total Load 3595 lb 4918 lb w Bearing Length 1.08 in 1.48 in BEAM DATA Center s.s n —----- ----- Span Length 8.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj. Factor 1 Uniform Live Load 200 plf Camber Required 0 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 13 plf Total Uniform Load 213 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adiusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 2500 lb Fb_cm r= 1850 Dead Load 0 lb p psi Fb'= 2400 psi Location 4 ft Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 800 plf 0 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--L= 650 psi Fc-1'= 650 psi Right Live Load 800 plf 300 plf Right Dead Load 0 plf 0 plf Controlling Moment: 11862 ft-lb Load Start 4 ft 0 ft 3.99 Ft from left support of span 2(Center Span) Load End 8.5 ft 4 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4.5 ft 4 ft Controlling Shear: -4918 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: 59.31 in3 123 in3 Area(Shear): 27.84 in2 61.5 in2 Moment of Inertia(deflection): 274.77 in4 738 in4 Moment: 11862 ft-lb 24600 ft-lb Shear: -4918 lb 10865 lb Project:Westaland Corbin 10 rebuild medallion 10 page Location: L-4 Mark Stewart Multi-Loaded Multi-Span Beam , 1- Mark Stewart Home Design [2009 International Building Code(2005 NDS)] ♦,' 22582 SW Main St.#309 o� 5.125 IN x 18.0 IN x 21.0 FT Sherwood, OR 97140 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 10.4% St OADI Version 8.0.113.0 10/27/2016 3:16:44 PM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.63 IN L/397 Dead Load 0.02 in Total Load 0.65 IN L/385 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 6825 lb 6825 lb Dead Load 210 lb 210 lb Total Load 7035 lb 7035 lb Bearing Length 2.11 in 2.11 in BEAM DATA Center 21 rt Span Length 21 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 21 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj. Factor 1 Uniform Live Load 650 plf Camber Required 0.02 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 20 plf Total Uniform Load 670 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2305 psi Cd;1.00 Cv=0.96 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--L= 650 psi Fc-1'= 650 psi Controlling Moment: 36934 ft-lb 10.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 7035 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: Red Provided Section Modulus: 192.31 in3 276.75 in3 Area(Shear): 39.82 in2 92.25 in2 Moment of Inertia(deflection): 2257.01 in4 2490.75 in4 Moment: 36934 ft-lb 53151 ft-lb Shear: 7035 lb 16298 lb u34° Project:Westaland Corbin 10 rebuild medallion 10 Mark Stewart Location: L-1 Mark Stewart Home Desi n / Multi-Loaded Multi-Span Beam 5�l .`ii- [ 1,) g *, Mark 22582 SW Main St.#309 or [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 IN x 11.5 IN x 5.5 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 11.3% StruCalc Version 8.0.113.0 10/27/2016 3:16:44 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.05 IN L/1386 Dead Load 0.00 in Total Load 0.05 IN L/1377 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 5870 lb 5180 lb TRI 1 Dead Load 38 lb 38 lb Total Load 5908 lb 5217 lb w Bearing Length 1.72 in 1.52 in .:� _ i BEAM DATA Center `s.s ft— ----'— `— Span Length 5.5 ft °$ Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Notch Depth 0.00 Uniform Live Load 1500 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 1514 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 2000 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Location 1.5 ft 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--L'= 625 psi Load Number One Left Live Load 200 plf Controlling Moment: 7941 ft-lb Left Dead Load 0 plf 2.48 Ft from left support of span 2(Center Span) Right Live Load 200 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf Controlling Shear: 5908 lb Load Start 1.5 ft At 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 Comparisons with required sections: Rend Provided Section Modulus: 108.91 in3 121.23 in3 Area(Shear): 52.13 in2 63.25 in2 Moment of Inertia(deflection): 181.03 in4 697.07 in4 Moment: 7941 ft-lb 8840 ft-lb Shear: 5908 lb 7168 lb Project:Westaland Corbin 10 rebuild medallion 10 page Location:GTT Mark Stewart Multi-Loaded Multi-Span Beam , . 1 Mark Stewart Home Design / [2009 International Building Code(2005 NDS)j 22582 SW Main St.#309 of 6.75 INx 18.0 IN x 20.0 FT Sherwood.OR 97140 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:28.9% StruCalc Version 8.0.113.0 10/27/2016 3:16:44 PM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.52 IN L/464 Dead Load 0.02 in Total Load 0.53 IN L/450 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 8920 lb 5280 lb Dead Load 263 lb 263 lb Total Load 9183 lb 5543 lb Bearing Length 2.09 in 1.26 in BEAM DATA Center zo re — Span Length 20 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 20 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 0 plf Uniform Dead Load 0 plf Camber Required 0.02 Notch Depth 0.00 Beam Self Weight 26 plf Total Uniform Load 26 plf MATERIAL PROPERTIES 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 3400 lb Fb_cmpr= 1850 psi Fb'= 2253 psi Dead Load 0 lb Cd---=1.00 Cv=0.94 Location 12 ft 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 900 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-J-'= 650 psi Right Live Load 900 plf Right Dead Load 0 plf Controlling Moment: 45517 ft-lb Load Start 0 ft 10.0 Ft from left support of span 2(Center Span) Load End 12 ft Created by combining all dead loads and live loads on span(s)2 Load Length 12 ft Controlling Shear: 9183 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: 242.43 in3 364.5 in3 Area(Shear): 51.98 in2 121.5 in2 Moment of Inertia(deflection): 2544.81 in4 3280.5 in4 Moment: 45517 ft-lb 68435 ft-lb Shear: 9183 lb 21465 lb POC Project:Westaland Corbin 10 rebuild medallion 10 Mark Stewart Location:NEW BEAM 4 Mark t Home n Multi-Loaded Multi-Span Beam .4./1. 100,- , ,` i 22582StewarSW Main St.#309Desi8 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.25 IN x 11.25 IN x 12.0 FT(10+2) 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 10/27/2016 3:16:44 PM Section Adequate By:476.8% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Right Live Load 0.04 IN L/3323 -0.02 IN 202076 Dead Load 0.00 in 0.00 in Total Load 0.04 IN L/3067 -0.02 IN 2L/1932 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1000 lb 1330 lb Dead Load 89 lb 133 lb Total Load 1089 lb 1463 lb W I w Bearing Length 0.28 in 0.37 in BEAM DATA Center Right ion B— 2 n Span Length 10 ft 2 ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 10 ft 2 ft UNIFORM LOADS Center Right Live Load Duration Factor 1.00 Notch Depth 0.00 Uniform Live Load 200 plf 150 plf Uniform Dead Load 0 plf 0 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 18 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 218 plf 168 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2921 psi Cd=1.00 CF=1.01 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc--L= 750 psi Fc- L'= 750 psi Controlling Moment: 2712 ft-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 Controlling Shear: -1126 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Req'd Provided Section Modulus: 11.14 in3 110.74 in3 Area(Shear): 5.82 in2 59.06 in2 Moment of Inertia(deflection): 107.99 in4 622.92 in4 Moment: 2712 ft-lb 26955 ft-lb Shear: -1126 lb 11419 lb Project:Westaland Corbin 10 rebuild medallion 10 page .., / Location: u-1 Mark Stewart Multi-Loaded Multi-Span Beam �.1 ``,. ;i) Mark Stewart Home Design [2009 International Building Code(2005 NDS)] *� w..n 22582 SW Main St.#309 0� 5.5 IN x 9.5 IN x 5.5 FT Sherwood, OR 97140 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:21.8% StruCalc Version 8.0.113.0 10/27/2016 3:16:44 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.04 IN L/1529 Dead Load 0.00 in Total Load 0.04 IN L/1513 i Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1638 lb 3938 lb Dead Load 31 lb 31 lb TRI Total Load 1669 lb 3969 lb w i Bearing Length 0.49 in 1.15 in _ ._BEAM DATA Center - ss ft Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 200 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 11 plf #2-Douglas-Fir-Larch Total Uniform Load 211 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 170 psi Fv'= 170 Live Load 3500 lb psi Dead Load 0 lb Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Location 4 ft 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--L'= 625 psi Load Number One Left Live Load 650 plf Controlling Moment: 4951 ft-lb Left Dead Load 0 plf 3.96 Ft from left support of span 2(Center Span) Right Live Load 650 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf Controlling Shear: -3969 lb Load Start 4 ft 6.0 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 1.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 67.9 in3 82.73 in3 Area(Shear): 35.02 in2 52.25 in2 Moment of Inertia(deflection): 92.53 in4 392.96 in4 Moment: 4951 ft-lb 6032 ft-lb Shear: -3969 lb 5922 lb Project:Westaland Corbin 10 rebuild medallion 10 page Location: u 3 ,r Mark Stewart Multi Loaded Multi-Span Beam , � 1f,,, ir., Mark Stewart Home Design 3 ,, 22582 SW Main St.#309 p [2009 International Building Code(2005 NDS)] Sherwood. OR 97140 5.5 IN x 11.5 IN x 8.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/27/2016 3:16:45 PM Section Adequate By: 169.1% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN L/2249 Dead Load 0.00 in Total Load 0.05 IN L/2164 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1488 lb 1488 lb Dead Load 58 lb 58 lb Total Load 1546 lb 1546 lb Bearing Length 0.45 in 0.45 in BEAM DATA Center —8.5ft -___ - _.__-- - ._--- B Span Length 8.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 350 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 364 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.1-to Grain: Fc---= 625 psi Fc--1-'= 625 psi Controlling Moment: 3285 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: 1546 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: 45.05 in3 121.23 in3 Area(Shear): 13.64 in2 63.25 in2 Moment of Inertia(deflection): 111.59 in4 697.07 in4 Moment: 3285 ft-lb 8840 ft-lb Shear: 1546 lb 7168 lb Project:Westaland Corkin 10 rebuild medallion 10 page {^ Mark Stewart Location: NEW BEAM 1 1#r �jMark Stewart Home Design Multi-Loaded Multi-Span Beam • ' fit' 22582 SW Main St.#309 or [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.25 IN x 11.25 IN x 10.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 10/27/2016 3:16:45 PM Section Adequate By:87.2% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.18 IN L/674 Dead Load 0.00 in Total Load 0.18 IN L/662 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4710 lb 4690 lb TRI Dead Load 92 lb 92 lb Total Load 4802 lb 4782 lb Bearing Length 1.22 in 1.21 in _ BEAM DATA Center A-- loft 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 700 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 718 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2921 psi Load Number One Cd=1.00 CF=1.01 Live Load 1000 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 7 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-to Grain: Fc- L= 750 psi Fc--'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 12554 ft-lb Left Live Load 200 plf 5.2 Ft from left support of span 2(Center Span) Left Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 200 plf Controlling Shear: 4802 lb Right Dead Load 0 plf At left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 7 ft Load Length 7 ft Comparisons with required sections: Recd Provided Section Modulus: 51.58 in3 110.74 in3 Area(Shear): 24.84 in2 59.06 in2 Moment of Inertia(deflection): 332.76 in4 622.92 in4 Moment: 12554 ft-lb 26955 ft-lb Shear: 4802 lb 11419 lb Project:Westaland Corbin 10 rebuild medallion 10 page Mark Stewart Location:x-3 Mark Stewart Home Design n Multi-Loaded Multi-Span Beam * ! �' 22582 SW Main St.#309of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.5 IN x 11.5 IN x 13.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/27/2016 3:16:45 PM Section Adequate By:81.6% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.16 IN L/982 Dead Load 0.01 in Total Load 0.18 IN L/919 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1350 lb 1350 lb Dead Load 93 lb 93 lb Total Load 1443 lb 1443 lb w Bearing Length 0.42 in 0.42 in v BEAM DATA Center - - -- 13.5 n 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 14 plf #2-Douglas-Fir-Larch Total Uniform Load 214 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-L to Grain: Fc--I-= 625 psi Fc-1-'= 625 psi Controlling Moment: 4869 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: 1443 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: 66.77 in3 121.23 in3 Area(Shear): 12.73 in2 63.25 in2 Moment of Inertia(deflection): 255.46 in4 697.07 in4 Moment: 4869 ft-lb 8840 ft-lb Shear: 1443 lb 7168 lb page Project:Westaland Corbin 10 rebuild medallion 10 Mark Stewart Location:x-4 ¢'t' , -Q 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 12.0 IN x 9.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/27/2016 3:16:45 PM Section Adequate By:76.4% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.15 IN L/764 , Dead Load 0.00 in Total Load 0.15 IN L/755 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3265 lb 5210 lb TR1 Dead Load 63 lb 63 lb Total Load 3328 lb 5273 lb '" Bearing Length 1.00 in 1.58 in ` - t -- t i - ._ BEAM DATA Center - — — 9.5 ft - - B Span Length 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 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 Base Values Adjusted Live Load 3200 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fbcmpr= 1850 psi Fb'= 2400 psi Location 5 ft Cd----i1.00 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 750 plf Min.Mod.of Elasticity: Emin= 930 ksi Emin'= 930 ksi Left Dead Load 0 plf Comp.-L to Grain: Fc-1= 650 psi Fc--L'= 650 psi Right Live Load 750 plf Right Dead Load 0 plf Controlling Moment: 13942 ft-lb Load Start 5 ft 5.03 Ft from left support of span 2(Center Span) Load End 9.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4.5 ft Controlling Shear: -5273 lb 10.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 69.71 in3 123 in3 Area(Shear): 29.85 in2 61.5 in2 Moment of Inertia(deflection): 347.79 in4 738 in4 Moment: 13942 ft-lb 24600 ft-lb Shear: -5273 lb 10865 lb Project:Westaland Corbin 10 rebuild medallion 10 page �,' Mark Stewart Location:x-2 'j- Mark Stewart Home Design Alt 1,1; Multi-Loaded Multi-Span Beam l 22582 SW Main St.#309 ' e( [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.125 IN x 16.5 IN x 19.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/27/2016 3:16:46 PM Section Adequate By:32.9% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.49 IN L/478 Dead Load 0.02 in Total Load 0.51 IN L/462 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 6404 lb 3396 lb TR1 Dead Load 179 lb 179 lb Total Load 6583 lb 3575 lb w Bearing Length 1.98 in 1.07 in BEAM DATA Center — 19.5 ft Span Length 19.5 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 19.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj. Factor 1 Uniform Live Load 200 plf Camber Required 0.02 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 18 plf I Total Uniform Load 218 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One LiBending Stress: Fb= 2400 psi Controlled by.: Deadea Load 3500 lb Fb_cm r= 1850 Load 0 lb p psi Fb'= 2342 psi Location 6 ft Cd;1.00 Cv=0.98 Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Left Live Load 400 plf Min.Mod. of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp.i to Grain: Fc--I-= 650 psi Fc---'= 650 psi Right Live Load 400 plf Right Dead Load 0 plf Controlling Moment: 28332 ft-lb Load Start 0 ft 6.05 Ft from left support of span 2(Center Span) Load End 6 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft Controlling Shear: 6583 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: 145,17 in3 232.55 in3 Area(Shear): 37.26 in2 84.56 in2 Moment of Inertia(deflection): 1443.67 in4 1918.51 in4 Moment: 28332 ft-lb 45387 ft-lb Shear: 6583 lb 14939 lb Project:Westaland Corbin 10 rebuild medallion 10 aa4e Mark Stewart Location: u-6 4,11 ,t Mark Stewart Home Design Multi-Loaded Multi-Span Beam at1t . E' 22582 SW Main St.#309 [2009 International Building Code(2005 NDS)] °t Sherwood, OR 97140 5.125 IN x 10.5 IN x 6.5 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:89.7% StruCalc Version 8.0.113.0 10/27/2016 3:16:46 PM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.05 IN L/1485 Dead Load 0.00 in Total Load 0.05 IN L/1471 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4973 lb 2220 lb TRI 3 Dead Load 38 lb 38 lb 1 Total Load 5011 lb 2257 lb w Bearing Length 1.50 in 0.68 in BEAM DATA Center — -- 6.5 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 1.5 Uniform Live Load 100 plf Camber Required 0 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 12 plf Total Uniform Load 112 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adiusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 5543 lb Fb cmpr= 1850 Dead Load 0 lb p 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 200 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--I-'= 650 psi Right Live Load 200 plf Right Dead Load 0 plf Controlling Moment: 7367 ft-lb Load Start 1.5 ft 1.49 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 5 ft Controlling Shear: 5011 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: 36.84 in3 94.17 in3 Area(Shear): 28.37 in2 53.81 in2 Moment of Inertia(deflection): 119.84 in4 494.4 in4 Moment: 7367 ft-lb 18834 ft-lb Shear: 5011 lb 9507 lb Project:Westaland Corbin 10 rebuild medallion 10 ao e Mark Stewart Location:x-1 t Mark Stewart Home Design Multi-Loaded Multi-Span Beam 6,4, 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] 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 10/27/2016 3:16:46 PM Section Adequate By: 114.4% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.11 IN L/870 Dead Load 0.00 in 1 Total Load 0.11 IN L/861 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4090 lb 3587 lb TR11 Dead Load 47 lb 47 lb 1 Total Load 4136 lb 3634 lb W Bearing Length 1.24 in 1.09 in — 1 BEAM DATA Center - -aft B. 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 540 plf Camber Adj.Factor 1.5 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 12 plf Notch Depth 0.00 Total Uniform Load 552 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 2257 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb cmpr= 1850 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 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Left Live Load 200 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--12= 650 psi Right Live Load 200 plf Right Dead Load 0 plf Controlling Moment: 8783 ft-lb Load Start 2.5 ft 3.2 Ft from left support of span 2(Center Span) Load End 8 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5.5 ft Controlling Shear: 4136 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: 43.92 in3 94.17 in3 Area(Shear): 23.41 in2 53.81 in2 Moment of Inertia(deflection): 204.49 in4 494.4 in4 Moment: 8783 ft-lb 18834 ft-lb Shear: 4136 lb 9507 lb Project:Westaland Corbin 10 rebuild medallion 10 cage , Mark Stewart Location: mx-1 ;h4, , Mark Stewart Home Design Multi-Loaded Multi-Span Beam e 34e j 22582 SW Main St.#309 or [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5 IN x 11.25 IN x 2.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 10/27/2016 3:16:46 PM Section Adequate By: 1363.0% 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 B Live Load 313 lb 313 lb Dead Load 10 lb 10 lb Total Load 323 lb 323 lb Bearing Length 0.15 in 0.15 in _-=-- BEAM DATA Center A - 2.5 rt _ B Span Length 2.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 2.5 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 8 plf #2-Douglas-Fir-Larch(North) Total Uniform Load 258 plf Base Values Adjusted Bending Stress: Fb= 850 psi Fb'= 935 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-L'= 625 psi Controlling Moment: 202 ft-lb 1.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 323 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: 2.59 in3 73.83 in3 Area(Shear): 2.69 in2 39.38 in2 Moment of Inertia(deflection): 1.65 in4 415.28 in4 Moment: 202 ft-lb 5752 ft-lb Shear: 323 lb 4725 lb page Project:Westaland Corbin 10 rebuild medallion 10 Mark Stewart Location: mx-2 N 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 11.25 IN x 10.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 10/27/2016 3:16:46 PM Section Adequate By: 190.7% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN L/2436 Dead Load 0.00 in Total Load 0.05 IN L/2303 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 710 lb 613 lb Dead Load 42 lb 42 lb Total Load 752 lb 655 lb W Bearing Length 0.34 in 0.30 in BEAM DATA Center ,' — — lore — 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 100 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 8 plf #2-Douglas-Fir-Larch(North) Total Uniform Load 108 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 850 psi Fb'= 935 psi Load Number One Cd=1.00 CF=1.10 Live Load 323 lb Shear Stress: Fv= 180 psi Fv'= 180 psi Dead Load 0 lb Cd=1.00 Location 3.5 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1-to Grain: Fc- L= 625 psi Fc---'= 625 psi Controlling Moment: 1979 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: 752 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: 25.39 in3 73.83 in3 Area(Shear): 6.26 in2 39.38 in2 Moment of Inertia(deflection): 61.38 in4 415.28 in4 Moment: 1979 ft-lb 5752 ft-lb Shear: 752 lb 4725 lb Project:Westaland Corbin 10 rebuild medallion 10 Page Mark Stewart Location: m-5 •`isV 1 Mark Stewart Home Design Multi-Loaded Multi-Span Beam ,7 "`( ar 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 3.5 IN x 11.25 IN x 5.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 10/27/2016 3:16:47 PM Section Adequate By: 102.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.02 IN L/3151 Dead Load 0.00 in Total Load 0.02 IN L/3121 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2250 lb 2250 lb Dead Load 21 lb 21 lb Total Load 2271 lb 2271 lb Bearing Length 1.04 in 1.04 in _ BEAM DATA Center A 5 n Span Length 5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 900 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 8 plf #2-Douglas-Fir-Larch(North) Total Uniform Load 908 plf Base Values Adjusted Bending Stress: Fb= 850 psi Fb'= 935 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: 2839 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2271 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: 36.43 in3 73.83 in3 Area(Shear): 18.92 in2 39.38 in2 Moment of Inertia(deflection): 47.45 in4 415.28 in4 Moment: 2839 ft-lb 5752 ft-lb Shear: 2271 lb 4725 lb Project:Westaland Corbin 10 rebuild medallion 10 �Qe Mark Stewart Location: NEW BEAM 2A 7:-W Stewart Home Design II Multi-Loaded Multi-Span Beam , "` 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.125 IN x 13.5 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/27/2016 3:16:47 PM Section Adequate By:8.7% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.11 IN L/865 Dead Load 0.00 in Total Load 0.11 IN L/859 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 5862 lb 11185 lb Dead Load 60 lb 60 lb Total Load 5921 lb 11244 lb Bearing Length 1.78 in 3.38 in BEAM DATA Center — aft — B 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 800 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 15 plf Notch Depth 0.00 Total Uniform Load 815 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Base Values Adjusted Live Load 9183 lb 1463 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb Fb cmpr= 1850 psi Fb'= 2400 psi Location 6 ft 6 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- = 650 psi Fc-1'= 650 psi Controlling Moment: 20859 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -11244 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: 104.3 in3 155.67 in3 Area(Shear): 63.65 in2 69.19 in2 Moment of Inertia(deflection): 437.55 in4 1050.79 in4 Moment: 20859 ft-lb 31134 ft-lb Shear: -11244 lb 12223 lb Project:Westaland Corbin 10 rebuild medallion 10 Page Mark Stewart Location: 1-2 "" Mark Stewart Home Design Multi-Loaded Multi-Span Beam �' 22582 SW Main St.#309 or [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.125 IN x 10.5 IN x 8.25 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/27/2016 3:16:47 PM Section Adequate By:261.9% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.07 IN L/1409 Dead Load 0.00 in Total Load 0.07 IN L/1382 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2475 lb 2475 lb Dead Load 48 lb 48 lb Total Load 2523 lb 2523 lb Bearing Length 0.76 in 0.76 in I _. s ♦.. BEAM DATA Center A - 8.25 ft Span Length 8.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.25 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 600 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 12 plf Notch Depth 0.00 Total Uniform Load 612 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species 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. L to Grain: Fc- = 650 psi Fc--- = 650 psi Controlling Moment: 5204 ft-lb 4.12 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2523 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: Reo'd Provided Section Modulus: 26.02 in3 94.17 in3 Area(Shear): 14.28 in2 53.81 in2 Moment of Inertia(deflection): 126.32 in4 494.4 in4 Moment: 5204 ft-lb 18834 ft-lb Shear: -2523 lb 9507 lb page Project:Westaland Corbin 10 rebuild medallion 10 Mark Stewart Location: 1-3 � Mark Stewart Home Design Multi-Loaded Multi-Span Beam ?s;, ` ' . Wit-' 22582 SW Main St.#309 0f/ [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 10/27/2016 3:16:47 PM Section Adequate By: 119.2% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.02 IN L/3077 Dead Load 0.00 in Total Load 0.02 IN L/3055 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3689 lb 4311 lb Dead Load 26 lb 26 lb Total Load 3715 lb 4337 lb Bearing Length 1.12 in 1.30 in -- BEAM DATA Center A a s 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 1600 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 1612 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adiusted Live Load 800 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 4 ft Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp. L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 4282 ft-lb 2.3 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4337 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: Rea'd Provided Section Modulus: 21.41 in3 94.17 in3 Area(Shear): 24.55 in2 53.81 in2 Moment of Inertia(deflection): 57.85 in4 494.4 in4 Moment: 4282 ft-lb 18834 ft-lb Shear: -4337 lb 9507 lb Project:Westaland Corbin 10 rebuild medallion 10 Page Mark Stewart Location: m-8 f , 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 5.5 IN x 11.5 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/27/2016 3:16:48 PM Section Adequate By:80.0% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.06 IN L/1575 Dead Load 0.00 in Total Load 0.06 IN L/1540 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2682 lb 1961 lb Dead Load 55 lb 55 lb Total Load 2737 lb 2016 lb W Bearing Length 0.80 in 0.59 in _ — --- --_- = BEAM DATA Center — 8 n 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 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 POINT LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 875 psi Load Number One Cd=1.00 CF=1.00 Live Load 1443 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.--to Grain: Fc---= 625 psi Fc-1'= 625 psi Controlling Moment: 4910 ft-lb 3.12 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2737 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: 67.34 in3 121.23 in3 Area(Shear): 24.15 in2 63.25 in2 Moment of Inertia(deflection): 159.34 in4 697.07 in4 Moment: 4910 ft-lb 8840 ft-lb Shear: 2737 lb 7168 lb page Project:Westaland Corbin 10 rebuild medallion 10 Mark Stewart Location: m-7 Nil! 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 6.75 IN x 15.0 IN x 20.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/27/2016 3:16:48 PM Section Adequate By:31.0% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.51 IN L/472 Dead Load 0.02 in Total Load 0.53 IN L/451 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 5822 lb 3294 lb TRI Dead Load 219 lb 219 lb j Total Load 6041 lb 3514 lb W j Bearing Length 1.38 in 0.80 in " ;-- BEAM DATA Center — 20 ft — Span Length 20 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 20 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 200 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0.02 Beam Self Weight 22 plf Notch Depth 0.00 Total Uniform Load 222 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Base Values Adjusted Live Load 2016 lb 2200 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb Fb_cmpr= 1850 psi Fb'= 2294 psi Location 5.5 ft 5.5 ft Cd=1.00 Cv=0.96 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 150 plf Min. Mod.of Elasticity: E_min= 930 ksi Emin'= 930 ksi Left Dead Load 0 plf Comp.1 to Grain: Fc--L= 650 psi Fc-W'= 650 psi Right Live Load 150 plf Right Dead Load 0 plf Controlling Moment: 27576 ft-lb Load Start 0 ft 5.6 Ft from left support of span 2(Center Span) Load End 6 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft Controlling Shear: 6041 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: 144.22 in3 253.13 in3 Area(Shear): 34.19 in2 101.25 in2 Moment of Inertia(deflection): 1448.93 in4 1898.44 in4 Moment: 27576 ft-lb 48399 ft-lb Shear: 6041 lb 17888 lb Project:Westaland Corbin 10 rebuild medallion 10 Page-, Mark Stewart Location: New Beam2 >`lei Mark Stewart Home Design Multi-Loaded Multi-SpanBeam !) 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)) Sherwood, OR 97140 6.75 IN x 24.0 IN x 22.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/27/2016 3:16:48 PM Section Adequate By:28.0% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.56 IN L/473 Dead Load 0.01 in Total Load 0.57 IN L/462 1 2 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 11869 lb 15505 lb TRI Dead Load 386 lb 386 lb Total Load 12256 lb 15891 lb `" Bearing Length 2.79 in 3.62 in BEAM DATA Center Span Length 22 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 22 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 275 plf Camber Adj. Factor 1.5 Uniform Dead Load 0 plf Camber Required 0.02 Beam Self Weight 35 plf Notch Depth 0.00 Total Uniform Load 310 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Base Values Adjusted Live Load 6041 lb 6583 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb Fbcmpr= 1850 psi Fb'= 2168 psi Location 7.5 ft 15.33 ft Cd—=1.00 Cv=0.90 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 600 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 600 plf Right Dead Load 0 plf Controlling Moment: 91499 ft-lb Load Start 7.5 ft 11.88 Ft from left support of span 2(Center Span) Load End 22 ft Created by combining all dead loads and live loads on span(s)2 Load Length "14.5 ft Controlling Shear: -15891 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: Rea'd Provided Section Modulus: 506.37 in3 648 in3 Area(Shear): 89.95 in2 162 in2 Moment of Inertia(deflection): 5919.84 in4 7776 in4 Moment: 91499 ft-lb 117090 ft-lb Shear: -15891 lb 28620 lb p Project:Westaland Corbin 10 rebuild medallion 10 age Mark Stewart Location: m-9 4i, .c Mark Stewart Home Design Multi-Loaded Multi-Span Beam . .-rn -'pit" 22582 SW Main St.#309 or [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 5.125 IN x 13.5 IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/27/2016 3:16:48 PM Section Adequate By:36.6% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.40 IN L/492 Dead Load 0.01 in 1 Total Load 0.42 IN L/476 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4839 lb 2823 lb Dead Load 124 lb 124 lb Total Load 4963 lb 2947 lb Bearing Length 1.49 in 0.88 inlb BEAM DATA Center A 18.5 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 250 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0.01 Beam Self Weight 15 plf Notch Depth 0.00 Total Uniform Load 265 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 2737 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 4 ft Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 200 plf Min. Mod. of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp.-L to Grain: Fc--I-= 650 psi Fc--I-'= 650 psi Right Live Load 200 plf Right Dead Load 0 plf Controlling Moment: 16383 ft-lb Load Start 0 ft 5.45 Ft from left support of span 2(Center Span) Load End 4 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft Controlling Shear: 4963 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: 81.91 in3 155.67 in3 Area(Shear): 28.09 in2 69.19 in2 Moment of Inertia(deflection): 768.97 in4 1050.79 in4 Moment: 16383 ft-lb 31134 ft-lb Shear: 4963 lb 12223 lb