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Report (2) Project: H&H LOT 14 GREENSWARD page Mark Stewart Location:GT-2 FOR pLOADING ONLY THIS IS A GIRDER TRUSS Smp , Mark Stewart Home Design Multi-Loaded Multi-San Beam i k 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 6.75 IN x 22.5 IN x 40.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 5/24/2017 9:38:51 AM Section Adequate By: 1.3% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 1.32 IN 0365 Dead Load 0.16 in 1 Total Load 1.48 IN U324 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 z REACTIONS A B Live Load 3798 lb 5302 lb t.4' , 4"zrRt a,„A 4,4,,,,11.________.,.----- ,„ ar}, Dead Load 658 lb 658 lb �rR y Total Load 4457 lb 5960 lb , `, `} ;`� , kr:'�w r a ,'':'- Total Bearing Length 1.02 in 1.36 in r� BEAM DATA Center 40 ft B Span Length 40 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 40 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 50 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0.16 Notch Depth 0.00 Beam Self Weight 33 plf Total Uniform Load 83 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Base Values Adjusted Live Load 1500 lb 1200 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb Fb_cmpr= 1850 psi Fb'= 2056 psi Location 14 ft 32 ft Cd=1.00 Cv=0.86 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 200 plf 0 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf 0 plf Comp.L to Grain: Fc-L= 650 psi Fc-J-'= 650 psi Right Live Load 200 plf 200 plf Right Dead Load 0 plf 0 plf Controlling Moment: 59968 ft-lb Load Start 14 ft 32 ft 20.4 Ft from left support of span 2(Center Span) Load End 32 ft 40 ft Created by combining all dead loads and live loads on span(s)2 Load Length 18 ft 8 ft Controlling Shear: -5960 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: 350.05 in3 569.53 in3 Area(Shear): 33.74 in2 151.88 in2 Moment of Inertia(deflection): 6326.08 in4 6407.23 in4 Moment: 59968 ft-lb 97567 ft-lb Shear: -5960 lb 26831 lb r Project: H&H LOT 14 GREENSWARD page Mark Stewart Location:GT-3 FOR LOADING ONLY THIS ISA GIRDER TRUSS Mark Stewart Home Design Multi-Loaded Multi-Span Beam ,,, ,. ,� "� 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 6.75 IN x 24.0 IN x 40.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 5/24/2017 9:38:51 AM Section Adequate By: 11.3% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 1.20 IN L/401 Dead Load 0.14 in 1 Total Load 1.34 IN L/358 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L1240 REACTIONS A B Live Load 16710 lb 3590 lb ',.,,,, :i -.,,TI:21; Dead Load 702 lb 702 lb w3,- 'to. t o u,. v O; {"` a-t. a,N ' 7 � r,, Total Load 17412 lb 4292 lb _ �A � ',:.4'4 ,1f..-,::,, �° M1 ,W °p' " ' ' ' � ''''''1,,,kx *A. is . �+T.-ahwm � maw udiaa. +- • • Bearing Length 3.97 in 0.98 in BEAM DATA Center A 40 rt Span Length 40 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 40 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 0.14 Notch Depth 0.00 Beam Self Weight 35 Of Total Uniform Load 135 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 15500 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2043 psi Location 4 ft Cd=1.00 Cv=O.85 Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.O0 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-1= 650 psi Fc-1'= 650 psi Right Live Load 200 plf Right Dead Load 0 plf Controlling Moment: 68177 ft-lb Load Start 0 ft 8.4 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: 17412 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: 400.55 in3 648 in3 Area(Shear): 98.56 in2 162 in2 Moment of Inertia(deflection): 6988.73 in4 7776 in4 Moment: 68177 ft-lb 110295 ft-lb Shear: 17412 lb 28620 lb Project: H&H LOT 14 GREENSWARD page Mark Stewart Location: U-1 1461"0-4/:'14Mark Stewart Home Desin Multi-Loaded Multi-Span Beam 22582 SW Main St.#309g of [2009 International Building Code(2005 NDS)] Sherwood, OR 97140 3.5 IN x 9.25 IN x 3.5 FT #2 Douglas-Fir-Larch Dry Use StruCalc Version 8.0.113.0 5/24/2017 9:38:51 AM Section Adequate By: 144.8% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN U9190 Dead Load 0.00 in Total Load 0.01 IN U5066 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 875 lb 875 lb Dead Load 712 Ib 712 Ib srYYP''a" t„.'c; Total Total Load 1587 Ib 1587 Ib k 't,r4Y•,1 ° '.1 Bearing Length 0.73 in 0.73 in BEAM DATA Center AA 3.5 ft � Span Length 3.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 500 plf Notch Depth 0.00 Uniform Dead Load 400 plf MATERIAL PROPERTIES Beam Self Weight 7 plf #2-Douglas-Fir-Larch Total Uniform Load 907 plf Base Values Adiusted Bending Stress: Fb= 900 psi Fb'= 1080 psi Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: Emin= 580 ksi E_min'= 580 ksi Comp.--to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 1389 ft-lb 1.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1587 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: 15.43 in3 49.91 in3 Area(Shear): 13.23 in2 32.38 in2 Moment of Inertia(deflection): 10.94 in4 230.84 in4 Moment: 1389 ft-lb 4492 ft-lb Shear: 1587 lb 3885 lb page Project: H&H LOT 14 GREENSWARD Mark Stewart Location: U-2 Mark Stewart Home Design Multi-Loaded Multi-Span Beam � �ti 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 IN x 9.5 IN x 6.5 FT #2 Douglas-Fir-Larch Dry Use StruCalc Version 8.0.113.0 5/24/2017 9:38:51 AM Section Adequate By:25.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.04 IN L/1985 Dead Load 0.03 in Total Load 0.07 IN U1089 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 1625 lb 1625 lb Dead Load 1337 lb 1337 lb Total Load 2962 lb 2962 lb �' Bearing Length 0.86 in 0.86 in BEAM DATA Center - 6.5 ft Span Length 6.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 500 plf Notch Depth 0.00 Uniform Dead Load 400 plf MATERIAL PROPERTIES Beam Self Weight 11 plf #2-Douglas-Fir-Larch Total Uniform Load 911 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp. L to Grain: Fc--L= 625 psi Fc- L'= 625 psi Controlling Moment: 4813 ft-lb 3.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2962 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: 66.01 in3 82.73 in3 Area(Shear): 26.13 in2 52.25 in2 Moment of Inertia(deflection): 86.62 in4 392.96 in4 Moment: 4813 ft-lb 6032 ft-lb Shear: -2962 lb 5922 lb f Project: H&H LOT 14 GREENSWARD page - Mark Stewart Location: U-3 Mark Stewart Home Design Multi-Loaded Multi-Span Beam , * 22582 SW Main St.#309 [2009 International Building Code(2005 NDS)] hw�£_ Sherwood,OR 97140 of 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 5/24/2017 9:38:52 AM Section Adequate By: 101.3% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.06 IN L/1272 Dead Load 0.00 in Total Load 0.06 IN L/1262 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B $t Live Load 4686 lb 2614 lb 70"�&TR1ki;a, , � ::,,l'.,:z.t4 Dead Load 38 lb 38 lb v A tr; .,a p"er t'r--N'v '-7 t':'4�f)..C'W. i t 5a54tyiF,', p -,°M d {4s�M1y ,‘,7e'. Total Load 4724 lb 2652 lb ,:,;::'':1- ,5;:'.:',';g'''-:',.,':j,. . , X ;,;.):,d4. ` '. r :, � Bearing Length 1.42 in 0.80 in iiiiiimii, .. BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 100 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0 Notch Depth 0.00 Beam Self Weight 12 plf Total Uniform Load 112 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 4000 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fbcmpr= 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 Two Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 900 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 900 plf 200 plf Right Dead Load 0 plf 0 plf Controlling Moment: 8584 ft-lb Load Start 0 ft 2.5 ft 2.53 Ft from left support of span 2(Center Span) Load End 2.5 ft 6.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2.5 ft 4 ft Controlling Shear: 4724 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: 42.92 in3 94.17 in3 Area(Shear): 26.74 in2 53.81 in2 Moment of Inertia(deflection): 139.87 in4 494.4 in4 Moment: 8584 ft-lb 18834 ft-lb Shear: 4724 lb 9507 lb Project: H&H LOT 14 GREENSWARD page Mark Stewart Location: M-1 • Mark Stewart Home Design Multi-Loaded Multi-Span Beam ' 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)} . • Sherwood,OR 97140 5.25 IN x 14.0 IN x 25.0 FT(2+23) 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 5/24/2017 9:38:52 AM Section Adequate By: 136.7% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Left Center Live Load -0.04 IN 2L/1096 0.16 IN L/1754 Dead Load -0.04 in 0.15 in Total Load -0.08 IN 2L/568 0.31 IN U885 Live Load Deflection Criteria:0360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1212 lb 690 lb Dead Load 1189 lb 705 lb • ,,:. Total Load 2401 lb 1395 lb "'•� ..;d°. Bearing Length 0.61 in 0.35 in .. BEAM DATA Left Center f 2 23 ft Span Length 2 ft 23 ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 2 ft 23 ft UNIFORM LOADS Left Center Live Load Duration Factor 1.00 Notch Depth 0.00 Uniform Live Load 250 plf 60 plf Uniform Dead Load 200 plf 40 plf MATERIAL PROPERTIES Beam Self Weight 23 plf 23 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 473 plf 123 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2851 psi Cd=9.00 CF=0.98 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=9.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp. L to Grain: Fc- = 750 psi Fc-1'= 750 psi Controlling Moment: 7910 ft-lb 11.73 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1455 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: Req'd Provided Section Modulus: 33.29 in3 171.5 in3 Area(Shear): 7.53 in2 73.5 in2 Moment of Inertia(deflection): 507.1 in4 1200.5 in4 Moment: 7910 ft-lb 40742 ft-lb Shear: 1455 lb 14210 lb Project: H&H LOT 14 GREENSWARD page Mark Stewart Location: M-2 • Mark Stewart Home Design Multi-Loaded Multi-Span Beam i �`"w[ 22582 SW Main St.#309 [2009 International BuildingCode 2005 NDS)] B_ of ( �'"'�" � Sherwood,OR 97140 5.25 IN x 14.0 IN x 25.0 FT(2+23) 2.0E Parallam iLevel Trus Joist StruCalc Version 8.0.113.0 5/24/2017 9:38:52 AM Section Adequate By: 136.7% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Left Center Live Load -0.04 IN 2U1096 0.16 IN U1754 Dead Load -0.04 in 0.15 in Total Load -0.08 IN 2L/568 0.31 IN L1885 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1212 lb 690 lb Dead Load 1189 lb 705 lb • Total Load 2401 lb 1395 lb Bearing Length 0.61 in 0.35 in BEAM DATA Left Center I-2 frt. 23 ft Span Length 2 ft 23 ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 2 ft 23 ft UNIFORM LOADS Left Center Live Load Duration Factor 1.00 Uniform Live Load 250 plf 60 plf Notch Depth 0.00 Uniform Dead Load 200 plf 40 plf MATERIAL PROPERTIES Beam Self Weight 23 plf 23 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 473 plf 123 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2851 psi Cd=9.00 CF=O.98 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=9.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc- = 750 psi Fc--- = 750 psi Controlling Moment: 7910 ft-lb 11.73 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1455 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: Req'd Provided Section Modulus: 33.29 in3 171.5 in3 Area(Shear): 7.53 in2 73.5 in2 Moment of Inertia(deflection): 507.1 in4 1200.5 in4 Moment: 7910 ft-lb 40742 ft-lb Shear: 1455 lb 14210 lb Project: H&H LOT 14 GREENSWARD page Mark Stewart Location: M-3 ` Mark Stewart Home Design _ Multi-Loaded Multi-Span Beam ` 1a � g , 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] . `' �-°�� Sherwood,OR 97140 5.5 IN x 9.5 IN x 5.5 FT #2-Douglas-Fir-Larch Dry Use StruCalc Version 8.0.113.0 5/24/2017 9:38:52 AM Section Adequate By:47.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.04 IN U1826 Dead Load 0.00 in Total Load 0.04 IN L/1803 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A - - P Live Load 2238 lb 1514 lb Dead Load 31 lb 31 lb c' Total Load 2269 lb 1546 lb Bearing Length 0.66 in 0.45 in BEAM DATA Center 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 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 Load Number One Cd=1.00 CF=1.00 Live Load 2652 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.1 to Grain: Fc- 1 = 625 psi Fc--L'= 625 psi Controlling Moment: 4087 ft-lb 2.04 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2269 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: 56.04 in3 82.73 in3 Area(Shear): 20.02 in2 52.25 in2 Moment of Inertia(deflection): 77.49 in4 392.96 in4 Moment: 4087 ft-lb 6032 ft-lb Shear: 2269 lb 5922 lb Project: H&H LOT 14 GREENSWARD page Mark Stewart Location:M-4 Mark Stewart Home Design Multi-Loaded Multi-Span Beam � �TJci / 22582 SW Main St.#309 2009 International Buildin 2005 NDS ''.- or L 9 Code( )) �-'�' Sherwood,OR 97140 5.5 INx11.5INx5.5FT #2 Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 5/24/2017 9:38:52 AM Section Adequate By:44.9% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.02 IN 03228 Dead Load 0.02 in Total Load 0.04 IN L/1800 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2475 lb 2475 lb Dead Load 1963 lb 1963 lb fi v a3ar; r . • . ,. Total Load 4438 lb 4438 lb Bearing Length 1.29 in 1.29 in BEAM DATA Center A l4 5.5 ft Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 900 plf Notch Depth 0.00 Uniform Dead Load 700 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 1614 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-1= 625 psi Fc-1'= 625 psi Controlling Moment: 6102 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: -4438 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: 83.68 in3 121.23 in3 Area(Shear): 39.16 in2 63.25 in2 Moment of Inertia(deflection): 92.92 in4 697.07 in4 Moment: 6102 ft-lb 8840 ft-lb Shear: -4438 lb 7168 lb page Project: H&H LOT 14 GREENSWARD Mark Stewart Location:M-5 Multi-Loaded Multi Span Beam t Mark Stewart Home Design 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 INx11.5INx5.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 5/24/2017 9:38:52 AM Section Adequate By:97.3% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.02 IN U3233 Dead Load 0.00 in Total Load 0.02 IN L/3185 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1267 lb 3595 lb � TR1 Dead Load 38 lb 38 lb 4'�` i 4:�'29.x 1 r3F �'�+�:., ::^,�4 b` f Total Load 1305 lb 3633 lb Bearing Length 0.38 in 1.06 in BEAM DATA Center A —5.5 ft Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 100 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 114 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 2962 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Location 4 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-1= 625 psi Fc--L'= 625 psi Load Number One Left Live Load 900 plf Controlling Moment: 4277 ft-lb Left Dead Load 0 plf 4.01 Ft from left support of span 2(Center Span) Right Live Load 900 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf Controlling Shear: -3633 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: 58.66 in3 121.23 in3 Area(Shear): 32.05 in2 63.25 in2 Moment of Inertia(deflection): 77.62 in4 697.07 in4 Moment: 4277 ft-lb 8840 ft-lb Shear: -3633 lb 7168 lb Project: H&H LOT 14 GREENSWARD page Mark Stewart Location.M-6 Sfimptiltia Mark Stewart Home Design Multi-Loaded Multi-Span Beam f 22582 SW Main St.#309 [2009 International BuildingCode 2005 NDS)) of ( �;'One`= Sherwood,OR 9714Q 5.5 INx10.5INx3.5FT 24F-V4-Visually Graded Western Species-Dry Use S#ruCaic Version 8.0.113.0 5/24/2017 9:38:53 AM Section Adequate By: 55.5% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN L/6830 Dead Load 0.00 in Total Load 0.01 IN U4851 Live Load Deflection Criteria:0360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 5312 lb 2198 lb Dead Load 1247 lb 1247 lb Total Load 6559 lb 3445 lb ;341� '^ ati `}.„,, n,.a�':, ,c ip '�vl.N >t a��3� Bearing Length 1.83 in 0.96 in BEAM DATA Center 3.5 ft 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 900 plf Camber Adj. Factor 1 Uniform Dead Load 700 plf Camber Required 0 Notch Depth 0.00 Beam Self Weight 13 plf Total Uniform Load 1613 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 4360 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb cmpr= 1850 psi Fb'= 2400 psi Location 0.5 ft Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min. Mod. of Elasticity: Emin= 930 ksi E_min'= 930 ksi Comp.--to Grain: Fc-1= 650 psi Fc- = 650 psi Controlling Moment: 3679 ft-lb 1.36 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6559 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: 18.4 in3 101.06 in3 Area(Shear): 37.13 in2 57.75 in2 Moment of Inertia(deflection): 27.97 in4 530.58 in4 Moment: 3679 ft-lb 20213 ft-lb Shear: 6559 lb 10203 lb Project: H&H LOT 14 GREENSWARD page . '. Mark Stewart Location: m-7 Mark Stewart Home Design Multi-Loaded Multi-Span Beam !¢§ � ;{_.; 22582 SW Main St.#309 or [2009 International BuildingCode 2005 NDS)] x z' ( Sherwood,OR 97140 5.25 IN x 18.0 IN x 16.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 5/24/2017 9:38:53 AM Section Adequate By: 30.7% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.41 IN L/471 Dead Load 0.01 in 1 Total Load 0.42 IN[1461 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B js 2 a Live Load 7858 lb 11916 lb ,px'# n'�: -.„4,,,,:;44x, °�`�,y,,,,_--„.c.„..6,.� Dead Load 236 lb 236 lb ..%':.:-.-:;*,,---:..."-, , . # rRr'' '' .t ? ti r'. 0 .i y€ r ' ' T _9 s� ryr a ,,v d s. : inn Total Load 8095 lb 12152 lb „'5 w�". ; 's &...i % w`" ,' . Wkz�' p' . j- X.,`F, Bearing Length 2.06 in 3.09 in BEAM DATA CenterA 16ftB ,n, Span Length 16 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 100 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 30 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 130 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2772 psi Load Number One Two Three Cd=1.00 CF=0.96 Live Load 6000 lb 1587 lb 1587 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb 0 lb 0 lb Cd=1.00 Location 6 ft 12 ft 15 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc---= 750 psi Fc-1'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 47076 ft-lb Left Live Load 900 plf 7.2 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 900 plf Controlling Shear: -12152 lb Right Dead Load 0 plf At right support of span 2(Center Span) Load Start 6 ft Created by combining all dead loads and live loads on span(s)2 Load End 16 ft Load Length 10 ft Comparisons with required sections: Req'd Provided Section Modulus: 203.78 in3 283.5 in3 Area(Shear): 62.85 in2 94.5 in2 Moment of Inertia(deflection): 1951.44 in4 2551.5 in4 Moment: 47076 ft-lb 65494 ft-lb Shear: -12152 lb 18270 lb page Project: H&H LOT 14 GREENSWARD Mark Stewart Location:m-9 Multi Loaded Multi-Span Beams Mark Stewart Home DesiWPICalegn p22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] `; - "' Sherwood,OR 97140 5.5INx10.5INx14.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 5/24/2017 9:38:53 AM Section Adequate By: 37.5% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.32 IN L/530 Dead Load 0.19 in Total Load 0.51 IN L/330 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2450 lb 2450 lb Dead Load 1488 lb 1488 lb Total Load 3938 lb 3938 lb •, ,4's;° « g{ W aK Zs } m R 5 Bearing Length 1.10 in 1.10 in BEAM DATA Center A 14 ft B Span Length 14 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 14 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 350 plf Camber Adj. Factor 1 Uniform Dead Load 200 plf Camber Required 0.19 Beam Self Weight 13 plf Notch Depth 0.00 Total Uniform Load 563 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 Emin'= 930 ksi Comp.1 to Grain: Fc---= 650 psi Fc- = 650 psi Controlling Moment: 13782 ft-lb 7.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3938 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: 68.91 in3 101.06 in3 Area(Shear): 22.29 in2 57.75 in2 Moment of Inertia(deflection): 385.83 in4 530.58 in4 Moment: 13782 ft-lb 20213 ft-lb Shear: -3938 lb 10203 lb page Project: H&H LOT 14 GREENSWARD Mark Stewart Location:m-8 '1: Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 IN x 10.5 IN x 12.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113-0 5/24/2017 9:38:53 AM Section Adequate By:99.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.17 IN L/842 Dead Load 0.10 in Total Load 0.27 IN L/524 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2100 lb 2100 lb Dead Load 1275 lb 1275 lb Total Load 3375 lb 3375 lb • Bearing Length 0.94 in 0.94 in - a BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 350 plf Camber Adj. Factor 1 Uniform Dead Load 200 plf Camber Required 0.1 Beam Self Weight 13 plf Notch Depth 0.00 Total Uniform Load 563 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- L= 650 psi Fc--L'= 650 psi Controlling Moment: 10125 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: 3375 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: 50.63 in3 101.06 in3 Area(Shear): 19.1 in2 57.75 in2 Moment of Inertia(deflection): 242.97 in4 530.58 in4 Moment: 10125 ft-lb 20213 ft-lb Shear: 3375 lb 10203 lb page Project: H&H LOT 14 GREENSWARD Mark Stewart Location:m-10 dam. Mark Stewart Home Design tinal Multi-Loaded Multi-S Beam i p an y5 yk' , 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 IN x 10.5 IN x 14.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 5/24/2017 9:38:53 AM Section Adequate By:37.5% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.32 IN U530 Dead Load 0.19 in Total Load 0.51 IN U330 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2450 lb 2450 lb Dead Load 1488 lb 1488 lb Total Load 3938 lb 3938 lb , �fa nn z,�� .�, y..'R. Y�.,,. a.+4`�n., 'Ax f. .�$� ",t,s,� lt74. Bearing Length 1.10 in 1.10 in BEAM DATA Center 14ft Span Length 14 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 14 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 350 plf Camber Adj. Factor 1 Uniform Dead Load 200 plf Camber Required 0.19 Beam Self Weight 13 plf Notch Depth 0.00 Total Uniform Load 563 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-1= 650 psi Fc-1'= 650 psi Controlling Moment: 13782 ft-lb 7.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3938 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: 68.91 in3 101.06 in3 Area(Shear): 22.29 in2 57.75 in2 Moment of Inertia(deflection): 385.83 in4 530.58 in4 Moment: 13782 ft-lb 20213 ft-lb Shear: -3938 lb 10203 lb 'page Project: H&H LOT 14 GREENSWARD Mark Stewart rte. Location: m-12Mark 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 14.0 IN x 5.0 FT 2.0E Parallam iLevel Trus Joist StruCaic Version 8.0.113.0 5/24/2017 9:38:53 AM Section Adequate By: 1659.9% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A_ Live Load 500 lb 500 lb Dead Load 38 lb 38 lb Total Load 538 lb 538 lb dt4 .3,^`.d a. ..^.A. .,� .. ._ .t'c'v_�A'"'.''+""'` . /$g-.-�� _•: .x.; � r «'S Bearing Length 0.21 in 0.21 in BEAM DATA Center 5 ft 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 200 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 2.DE Parallam-iLevel Trus Joist Total Uniform Load 215 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2851 psi Cd=1.00 CF=0.98 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.--to Grain: Fc-_= 750 psi Fc- = 750 psi Controlling Moment: 673 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: -538 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: 2.83 in3 114.33 in3 Area(Shear): 2.78 in2 49 in2 Moment of Inertia(deflection): 8.44 in4 800.33 in4 Moment: 673 ft-lb 27161 ft-lb Shear: -538 lb 9473 lb page Project: H&H LOT 14 GREENSWARD Mark Stewart Location:m-13 v e'''', --. `y""""" Mark Stewart Home Design Multi-Loaded Multi Span Beam 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] q Sherwood,OR 97140 5.25 IN x 14.0 IN x 12.0 FT 2.0E Parallam it evel Trus Joist StruCalc Version 8.0.113.0 5/24/2017 9:38:54 AM Section Adequate By:92.0% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.21 IN L/691 Dead Load 0.00 in 1 Total Load 0.21 IN L/677 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 ' REACTIONS A B ,, ,,, 9 ,4, T ti A_.' ,., �fv----,„,,,,,,,, Live Load 5494 lb 6804 lb . I TiRAtp � ,``* ,� 8 "' Dead Load 138 lb 138 lb ` }� $A�:. h.ffi�' d'$,1� a F`,;* ,'';� i 1'ems` f �.lk ' Total Load 5632 lb 6942 lb ,,,,,AA,-,:v0. z1' �, ``x'� .`'�w� �e,, .pit ' 4,),-,,i• F f cM 3`.. .i,.::- 'd^��tk t�k"tllC(,§dY° ' P�M'.+n La°t 5.4{ .v.. 33 Bearing Length 1.43 in 1.76 in _. . �u, ,K..; ,.. _. �,. s....,ty. �.,._3__...=�_.;H � .. „.... , a. BEAM DATA Center A 12 n .. Span Length 12 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 700 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 23 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 723 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2851 psi Load Number One Cd=1.00 CF=0.98 Live Load 538 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 5 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.- to Grain: Fc-1= 750 psi Fc--L'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 20030 ft-lb Left Live Load 480 plf 6.24 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 480 plf Controlling Shear: -6942 lb Right Dead Load 0 plf At right support of span 2(Center Span) Load Start 5 ft Created by combining all dead loads and live loads on span(s)2 Load End 12 ft Load Length 7 ft Comparisons with required sections: Req'd Provided Section Modulus: 84.31 in3 171.5 in3 Area(Shear): 35.91 in2 73.5 in2 Moment of Inertia(deflection): 625.22 in4 1200.5 in4 Moment: 20030 ft-lb 40742 ft-lb Shear: -6942 lb 14210 lb page Project: H&H LOT 14 GREENSWARD Mark Stewart Location:m-11 trifiQiti Mark Stewart Home Design Multi-Loaded Multi-Span Beam ' 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] .Q =,. Sherwood,OR 97140 5.25 IN x 14.0 IN x 9.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 5/24/2017 9:38:54 AM Section Adequate By: 144.6% LOADING DIAGRAM Controlling Factor: Shear DEFLECTIONS Center Live Load 0.05 IN L/2490 Dead Load 0.05 in Total Load 0.09 IN L/1221 Live Load Deflection Criteria: I/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2850 lb 2850 lb Dead Load 2959 lb 2959 lb �s�. w„�_� E a .s:ld ' - �.0�% :Hn}`r�t#stir w FkF r- ♦*� k,k,. Total Load 5809 lb 5809 lb Bearing Length 1.48 in 1.48 in , BEAM DATA Center A s.s n F' 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 600 plf Notch Depth 0.00 Uniform Dead Load 600 plf MATERIAL PROPERTIES Beam Self Weight 23 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 1223 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2851 psi Cd=1.00 CF=0.98 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc- = 750 psi Fc- = 750 psi Controlling Moment: 13797 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: -5809 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: 58.08 in3 171.5 in3 Area(Shear): 30.05 in2 73.5 in2 Moment of Inertia(deflection): 235.88 in4 1200.5 in4 Moment: 13797 ft-lb 40742 ft-lb Shear: -5809 lb 14210 lb Project: H&H LOT 14 GREENSWARD page Mark Stewart Location:m-14 Mark Stewart Home Design Multi-Loaded Multi-Span Beam . lf 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5 INx11.25INx3.0FT #2 Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 5/24/2017 9:38:54 AM Section Adequate By:225.2% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 1440 lb 1440 lb Dead Load 13 lb 13 lb � $,k � "rr ffzk' .. "� n { " st Total Load 1453 lb 1453 lb Bearing Length 0.66 in 0.66 in BEAM DATA Center A x 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 960 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 9 plf #2-Douglas-Fir-Larch Total Uniform Load 969 plf Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 990 psi Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc-1= 625 psi Fc--- = 625 psi Controlling Moment: 1090 ft-lb 1.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1453 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: 13.21 in3 73.83 in3 Area(Shear): 12.11 in2 39.38 in2 Moment of Inertia(deflection): 10.93 in4 415.28 in4 Moment: 1090 ft-lb 6091 ft-lb Shear: 1453 lb 4725 lb Project: H&H LOT 14 GREENSWARD page Mark Stewart Location: m-15 R� Mark Stewart Home Design A'inMulti-Loaded Multi-Span Beam 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] d Sherwood,OR 97140 7.0INx18.0INx17.0FT 2.0E Parallam iLevel Trus Joist StruCalc Version 8.0.113.0 5/24/2017 9:38:54 AM Section Adequate By: 19.4% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.47 IN U430 Dead Load 0.01 in 1 Total Load 0.49 IN U420 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 13303 lb 13532 lbR2•a � � ' Dead Load 335 lb 335 lb r , Total Load 13637 lb 13867 lb r r r r Bearing Length 2.60 in 2.64 in BEAM DATA Center A 17 ft Span Length 17 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 17 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 55 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 39 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 94 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2772 psi Load Number One Cd=1.00 CF=0.96 Live Load 4500 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 6 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.l to Grain: Fc--1-= 750 psi Fc-l'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 64327 ft-lb Left Live Load 1000 plf . 1400 plf 7.65 Ft from left support of span 2(Center Span) Left Dead Load 0 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 1000 plf 1400 plf Controlling Shear: -13867 lb Right Dead Load 0 plf 0 plf At right support of span 2(Center Span) Load Start 0 ft 6 ft Created by combining all dead loads and live loads on span(s)2 Load End 6 ft 17 ft Load Length 6 ft 11 ft Comparisons with required sections: Req'd Provided Section Modulus: 278.45 in3 378 in3 Area(Shear): 71.73 in2 126 in2 Moment of Inertia(deflection): 2850.2 in4 3402 in4 Moment: 64327 ft-lb 87326 ft-lb Shear: -13867 lb 24360 lb page Project: H&H LOT 14 GREENSWARD Mark Stewart Location: m-17le;CilMark Stewart Home Design Multi-Loaded Multi-Span Beam V22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 INx13.5INx16.5FT 24F V4-Visually Graded Western Species Dry Use StruCalc Version 8.0.113.0 5/24/2017 9:38:54 AM Section Adequate By:7.2% Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.41 IN L/482 Dead Load 0.34 in Total Load 0.75 IN L/263 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4125 lb 4125 lb Dead Load 3433 lb 3433 lb Total Load 7558 lb 7558 lb u -t',&✓ s� +r a..,w 5$n:.a^at 'k`�:, ..,..,.�",e�f ._✓,? a,�,ux' t°.,,.,ka.:s+��.a, �, r!'a �� Bearing Length 2.11 in 2.11 inK�, BEAM DATA Center A 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 500 plf Camber Adj. Factor 1 Uniform Dead Load 400 plf Camber Required 0.34 Notch Depth 0.00 Beam Self Weight 16 plf Total Uniform Load 916 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--L= 650 psi Fc-1'= 650 psi Controlling Moment: 31176 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: -7558 lb 16.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 155.88 in3 167.06 in3 Area(Shear): 42.78 in2 74.25 in2 Moment of Inertia(deflection): 1028.64 in4 1127.67 in4 Moment: 31176 ft-lb 33413 ft-lb Shear: -7558 lb 13118 lb • Project: H&H LOT 14 GREENSWARD page Mark Stewart Location: m-16 ` gMark Stewart Home Design Multi-Loaded Multi-Span Beam1111",,.,,, 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 INx13.5INx9.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 5/24/2017 9:38:55 AM Section Adequate By:285.6% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.04 IN L/3157 Dead Load 0.03 in Total Load 0.06 IN U1764 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1900 lb 1900 lb Dead Load 1501 lb 1501 lb { 4 1 t� A$Jyk^n Kri''81..k Au39�e,ir f fN,w0.i ��3f FBF r .ta Total Load 3401 lb 3401 lb rat f Kr r .,.s. r t.,-.-....a..x.: ..r a:..:._ ...�v.�:w.ul-e v�.�,:.._...ru........* .e s. ..�;..r;..:r-_._x .x ...s•W wx:.,'-w.i,..<:s.cv Bearing Length 0.95 in 0.95 in BEAM DATA Center A 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 400 plf Camber Adj. Factor 1 Uniform Dead Load 300 plf Camber Required 0.03 Notch Depth 0.00 Beam Self Weight 16 plf Total Uniform Load 716 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: Emin= 930 ksi E_min'= 930 ksi Comp. L to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 8078 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: -3401 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: Read Provided Section Modulus: 40.39 in3 167.06 in3 Area(Shear): 19.25 in2 74.25 in2 Moment of Inertia(deflection): 153.47 in4 1127.67 in4 Moment: 8078 ft-lb 33413 ft-lb Shear: -3401 lb 13118 lb