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Specifications (11) t'Sg ) ' Project:M3640A3FT-0 page Jeffrey deRoulet Location:01.BEDRM 3 WINDOW HEADER Architects Northwest Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] of 3.5 IN x 9.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:05 PM Section Adequate By:98.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4910 Dead Load 0.01 in Total Load 0.02 IN L/3028 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 1210 lb 490 lb Dead Load 744 lb 312 lb Total Load 1954 lb 802 lb Bearing Length 0.89 in 0.37 in BEAM DATA Center Span Length 5 ft ,..1 Unbraced Length-Top 2 ft 5 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 100 plf #2-Douglas-Fir-Larch Uniform Dead Load 60 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1077 psi Total Uniform Load 167 plf Cd=1.00 CI=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 1200 lb Comp.1-to Grain: Fc- = 625 psi Fc- '= 625 psi Dead Load 720 lb Location 1 ft Controlling Moment: 1870 ft-lb 1.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1954 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 20.84 in3 49.91 in3 Area(Shear): 16.28 in2 32.38 in2 Moment of Inertia(deflection): 18.3 in4 230.84 in4 Moment: 1870 ft-lb 4478 ft-lb Shear: 1954 lb 3885 lb NOTES T" Y -rirE COPY OFFICE COPY Project:M3640A3FT-0 page 73,7-7 Jeffrey deRoulet Location:02. BEDRM 4 WINDOW HEADERArchitects Northwest Roof Beam of [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:06 PM Section Adequate By: 149.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3940 Dead Load 0.01 in Total Load 0.03 IN L/2388 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 1000 lb 1000 lb Dead Load 650 lb 650 lb Total Load 1650 lb 1650 lb Bearing Length 0.75 in 0.75 in BEAM DATA Span Length 5 ft Unbraced Length-Top 2 ft A 5ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf Base Values Adiusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 900 psi Fb'= 1238 psi Tributary Width: TW= 14 ft Cd=1.15 CI=1.00 CF=1.20 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 25 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 2 ft Comp.-t-to Grain: Fc- L= 625 psi Fc--- = 625 psi Wall Load: WALL= 0 Controlling Moment: 2063 ft-lb plf 2.5 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 5 ft Controlling Shear: 1650 lb Beam Self Weight: BSW= 7 plf At support. Beam Uniform Live Load: wL= 400 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 260 plf Comparisons with required sections: Req'd Provided Total Uniform Load: wT= 660 plf Section Modulus: 20 in3 49.91 in3 Area(Shear): 11.96 in2 32.38 in2 Moment of Inertia(deflection): 17.4 in4 230.84 in4 Moment: 2063 ft-lb 5148 ft-lb Shear: 1650 lb 4468 lb NOTES page Project:M3640A3FT-0 /P-- Jeffrey deRoulet Location:03.BM BETWEEN DINING&FOYER Architects Northwest Uniformly Loaded Floor Beam of [2015 International Building Code(2012 NDS)] ; .. 3.5 INx11.25INx4.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:07 PM Section Adequate By:165.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/8653 Dead Load 0.00 in Total Load 0.01 IN U6233 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1280 lb 1280 lb Dead Load 497 lb 497 lb Total Load 1777 lb 1777 lb Bearing Length 0.81 in 0.81 in BEAM DATA Center Span Length 4 ft 1 B Unbraced Length-Top 2 ft A 4 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 900 psi Fb'= 987 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 C1=1.00 CF=1.10 Floor Tributary Width FTW= 11 ft 5 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi SEAM LOADING Comp.-to Grain: Fc- = 625 psi Fc-L'= 625 psi Beam Total Live Load: wL= 640 plf Controlling Moment: 1777 ft-lb Beam Total Dead Load: wD= 240 Of 2.0 ft from left support Beam Self Weight: BSW= 9 plf Total Maximum Load: wT= 889 plf Created by combining all dead and live loads. Controlling Shear: 1777 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Redd Provided Section Modulus: 21.61 in3 73.83 in3 Area(Shear): 14.81 in2 39.38 in2 Moment of Inertia(deflection): 17.28 in4 415.28 in4 Moment: 1777 ft-lb 6070 ft-lb Shear: 1777 lb 4725 lb NOTES page Project:M3640A3FT-0 — ?Jeffrey deRoulet / Location:04.BM OVER BONUS ROOM WINDOWS Architects Northwest Roof Beam _ of [2015 International Building Code(2012 NDS)] 5.125 IN x 9.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:08 PM Section Adequate By: 134.0% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.26 IN L/730 Dead Load 0.19 in Total Load 0.46 IN L/421 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 800 lb 800 lb Dead Load 586 lb 586 lb Total Load 1386 lb 1386 lb Bearing Length 0.42 in 0.42 in BEAM DATA Span Length 16 ft Unbraced Length-Top 2 ft A B 16 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PRQPERTIE$ Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 3 ft Fb_cmpr= 1850 psi Fb'= 2754 psi Side Two: Cd=1.15 C1=1.00 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.L to Grain: Fc-L= 650 psi Fc--- = 650 psi Wall Load: WALL= 0 plf Controlling Moment: 5544 ft-lb -- SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 8.0 ft from left support Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 16 ft Controlling Shear: 1386 lb Beam Self Weight: BSW= 10 plf Beam Uniform Live Load: wL= 100 plf At support. Beam Uniform Dead Load: wD_adj= 73 plf Created by combining all dead and live loads. Total Uniform Load: wT= 173 plf Comparisons with required sections: Req'd Provided Section Modulus: 24.15 in3 69.19 in3 Area(Shear): 6.82 in2 46.13 in2 Moment of Inertia(deflection): 133.03 in4 311.34 in4 Moment: 5544 ft-lb 15879 ft-lb Shear: 1386 lb 9371 lb NOTES Project:M3640A3FT-0 page Jeffrey dsRo rth / Location:05.BM OVER DEN Architects Northwest Multi-Loaded Multi-Span Beam of [2015 International Building Code(2012 NDS)] 5.125 IN x 12.0 IN x 15.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:09 PM Section Adequate By:20.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.39 IN L/457 Dead Load 0.21 in Total Load 0.61 IN L/297 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 3093 lb 3107 lb Dead Load 1639 lb 1642 lb Total Load 4732 lb 4749 lb 2 Bearing Length 1.42 in 1.43 in w BEAM DATA Center Span Length 15 ft Unbraced Length-Top O ft A 15 ft Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.21 Uniform Live Load 300 plf Notch Depth 0.00 Uniform Dead Load 135 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 448 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb cmpr= 1850 psi Fb'= 2400 psi Live Load 1210 lb 490 lb Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 744 lb 312 lb Cd=1.00 Location 9 ft 4 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.L to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 20434 ft-lb 8.7 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4749 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: Rend Provided Section Modulus: 102.17 in3 123 in3 Area(Shear): 26.88 in2 61.5 in2 Moment of Inertia(deflection): 596.48 in4 738 in4 Moment: 20434 ft-lb 24600 ft-lb Shear: -4749 lb 10865 lb NOTES page Project:M3640A3FT-0 / �—- �Jeffrey deRoulet Location:06.BM OVER DINING Architects Northwest Roof Beam of [2015 International Building Code(2012 NDS)] 5.125 IN x 18.0 IN x 22.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12.53:10 PM Section Adequate By:45.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.41 IN L/642 Dead Load 0.40 in Total Load 0.81 IN L/325 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 3850 lb 3850 lb Dead Load 3755 lb 3755 lb Total Load 7605 lb 7605 lb Bearing Length 2.28 in 2.28 in BEAM DATA Span Length 22 ft – - Unbraced Length-Top 2 ft A 22 ft B Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adiusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 14 ft Fbcmpr= 1850 psi Fb'= 2638 psi Side Two: Cd=1.15 C1=1.00 Cv=0.96 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 0 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.1 to Grain: Fc- t-= 650 psi Fc--- = 650 psi Wall Load: WALL= 100 plf Controlling Moment: 41827 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 11.0 ft from left support Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 22 ft Controlling Shear: 7605 Ib Beam Self Weight: BSW= 20 plf Beam Uniform Live Load: wL= 350 plf At support. Beam Uniform Dead Load- wD_adj= 341 plf Created by combining all dead and live loads. Total Uniform Load: wT= 691 plf Comparisons with required sections: Req'd Provided Section Modulus: 190.27 in3 276.75 in3 Area(Shear): 37.43 in2 92.25 in2 Moment of Inertia(deflection): 1380.07 in4 2490.75 in4 Moment: 41827 ft-lb 60840 ft-lb Shear: -7605 lb 18742 lb NOTES Project:M3640A3FT-0 page dsRo rth / Location:07.BM OVER GREAT ROOM Architects Northwest Uniformly Loaded Floor Beam of [2015 International Building Code(2012 NDS)] 5.125 IN x 15.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:11 PM Section Adequate By:92.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN L/768 Dead Load 0.10 in Total Load 0.35 IN L/544 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3520 lb 3520 lb Dead Load 1453 lb 1453 lb Total Load 4973 lb 4973 lb Bearing Length 1.49 in 1.49 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 2 ft A -- 16ft Floor Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.1 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 15 psf 15 psf Base Values Adiusted Floor Tributary Width FTW= 11 ft 0 ft Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2392 psi Wall Load WALL= 0 plf Cd—=1.00 CI=1.00 BEAM LOADING Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Total Live Load: wL= 440 plf Cd=1.00 Beam Total Dead Load: wD= 165 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self =Weight: BSW 17 If Comp.-I-to Grain: Fc-L= 650 psi Fc- 1'= 650 psi g p Total Maximum Load: wT= 622 plf Controlling Moment: 19893 ft-lb 8.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -4973 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 99.78 in3 192.19 in3 Area(Shear): 28.15 in2 76.88 in2 Moment of Inertia(deflection): 675.73 in4 1441.41 in4 Moment: 19893 ft-lb 38317 ft-lb Shear: -4973 lb 13581 lb NOTES page Project:M3640A3FT-0 ',Jeffrey deRoulet Location:08.BM OVER OUTDOOR LIVING Architects Northwest Roof Beam `' 4vo. of [2015 International Building Code(2012 NDS)] 5.5 INx11.5INx15.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:11 PM Section Adequate By:3.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.28 IN U670 Dead Load 0.19 in Total Load 0.47 IN L/397 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1502 lb 1502 lb Dead Load 1035 lb 1035 lb Total Load 2537 lb 2537 lb Bearing Length 0.74 in 0.74 in BEAM DATA Span Length 15.5 ft Unbraced Length-Top 2 ft A 15.5 ft B Unbraced Length-Bottom 0 ft Roof Pitch 3 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 875 psi Fb'= 1005 psi Tributary Width: TW= 5.8 ft Cd=1.15 C/=/.00 CF=1.00 Side Two: Shear Stress: Fv= 170 psi Fv'= 196 psi Roof Live Load: LL= 25 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Tributary Width: TW= 2 ft Comp.-1-to Grain: Fc- = 625 psi Fc--- = 625 psi Wall Load: WALL= 0 Controlling Moment: 9829 ft-lb plf 7.75 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 15.5 ft Controlling Shear: -2536 lb Beam Self Weight: BSW= 14 plf At support. Beam Uniform Live Load: wL= 194 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 134 plf Total Uniform Load: wT= 327 plf Comparisons with required sections: Reo'd Provided Section Modulus: 117.42 in3 121.23 in3 Area(Shear): 19.46 in2 63.25 in2 Moment of Inertia(deflection): 316.36 in4 697.07 in4 Moment: 9829 ft-lb 10148 ft-lb Shear: -2536 lb 8244 lb NOTES page Project:M3640A3FT-0 Jeffrey deRoulet Location:09.DINING ROOM DOOR HEADER . Architects Northwest Multi Loaded Multi-Span Beam of [2015 International Building Code(2012 NDS)] 3.125 IN x 9.0 IN x 6.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:12 PM Section Adequate By:38.3% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN U1037 Dead Load 0.03 in Total Load 0.10 IN L/698 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 2020 lb 2420 lb Dead Load 933 lb 1173 lb Total Load 2953 lb 3593 lb Bearing Length 1.45 in 1.77 in w BEAM DATA Center Span Length 6 ft .. Unbraced Length-Top 2 ft A s rt Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.03 Uniform Live Load 540 plf NotchDepth 0.00 Uniform Dead Load 225 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 771 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by. Load Number One Fbcmpr= 1850 psi Fb'= 2387 psi Live Load 1200 lb Cd—=1.00 C1=0.99 Dead Load 720 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc---= 650 psi Fc--- = 650 psi Controlling Moment: 5655 ft-lb 3.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3593 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 28.43 in3 42.19 in3 Area(Shear): 20.34 in2 28.13 int Moment of Inertia(deflection): 65.87 in4 189.84 in4 Moment: 5655 ft-lb 8393 ft-lb Shear: -3593 lb 4969 lb NOTES Project:M3640A3FT-0 page - Jeffrey deRoulet Location: 10.FAMILY FOYER DOOR HEADER Architectsis Northwest Uniformly Loaded Floor Beam of [2015 International Building Code(2012 NDS)] 3.5 INx9.25INx8.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:13 PM Section Adequate By:66.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1603 Dead Load 0.02 in Total Load 0.08 IN L/1142 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 960 lb 960 lb Dead Load 388 lb 388 lb Total Load 1348 lb 1348 lb Bearing Length 0.62 in 0.62 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 2 ft A 8 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 900 psi Fb'= 1077 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 C1=1.00 CF=1.20 Floor Tributary Width FTW= 6 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING Comp.-t-to Grain: Fc- L= 625 psi Fc- = 625 psi Beam Total Live Load: wL= 240 plf Controlling Moment: 2696 ft-lb Beam Total Dead Load: wD= 90 plf 4.0 ft from left support Beam Self Weight: BSW= 7 plf Total Maximum Load: wT= 337 plf Created by combining all dead and live loads. Controlling Shear: 1348 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd Provided Section Modulus: 30.05 in3 49.91 in3 Area(Shear): 11.23 in2 32.38 in2 Moment of Inertia(deflection): 51.83 in4 230.84 in4 Moment: 2696 ft-lb 4478 ft-lb Shear: 1348 lb 3885 lb NOTES Project:M3640A3FT-0 page Jeffrey Architects Northwest Multi-Loaded Multi-Span Beam of [2015 International Building Code(2012 NDS)] 5.125 IN x 9.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:14 PM Section Adequate By:85.2% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.26 IN L/733 Dead Load 0.17 in Total Load 0.43 IN L/444 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1720 lb 520 lb Dead Load 1133 lb 333 lb Total Load 2853 lb 853 lb Bearing Length 0.86 in 0.26 in r BEAM DATA Center ) : xx:: ., ., - Span Length 16 ft Unbraced Length-Top 2 ft A 16ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.17 Uniform Live Load 40 plf Notch Depth 0.00 Uniform Dead Load 15 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 65 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fbcmpr= 1850 psi Fb'= 2396 psi Live Load 800 lb 800 lb Cd=1.00 Cl-1.00 Dead Load 586 lb 480 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft 2 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.L to Grain: Fc-1= 650 psi Fc---'= 650 psi Controlling Moment: 5600 ft-lb 2.88 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2853 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: 28.05 in3 69.19 in3 Area(Shear): 16.15 in2 46.13 in2 Moment of Inertia(deflection): 168.15 in4 311.34 in4 Moment: 5600 ft-lb 13812 ft-lb Shear: 2853 lb 8149 lb NOTES page Project:M3640A3FT-0 Jeffrey deRoulet Location: 12.GREAT ROOM DOOR HEADER Architects Northwest Multi-Loaded Multi-Span Beam of [2015 International Building Code(2012 NDS)] 5.125 IN x 9.0 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:15 PM Section Adequate By:38.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/758 Dead Load 0.07 in Total Load 0.19 IN L/499 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2780 lb 2780 lb Dead Load 1420 lb 1420 lb Total Load 4200 lb 4200 lb Bearing Length 1.26 in 1.26 in BEAM DATA Center � �� � - ,.,a� ,�., �u ,�. �u�' � Span Length 8 ft Unbraced Length-Top 2 ft A 8 ft B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.07 Uniform Live Load 570 plf Notch Depth 0.00 Uniform Dead Load 270 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 850 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2396 psi Cd- CI=1.00 Live Load 1000 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 600 Ib Cd=1.00 Location 4 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.L to Grain: Fc---= 650 psi Fc-L'= 650 psi Controlling Moment: 10000 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: -4200 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: 50.09 in3 69.19 in3 Area(Shear): 23.77 in2 46.13 in2 Moment of Inertia(deflection): 149.74 in4 311.34 in4 Moment: 10000 ft-lb 13812 ft-lb Shear: -4200 lb 8149 lb NOTES page Project:M3640A3FT-0 111, vifflx Jeffrey deRoulet Location: 13.GUEST BEDRM WINDOW HEADER `. Architects Northwest Multi-Loaded Multi-Span Beam 4,-* [2015 International Building Code(2012 NDS)) of 5.125 IN x 9.0 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:16 PM Section Adequate By: 100.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1138 Dead Load 0.04 in Total Load 0.13 IN U751 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1710 lb 1610 lb Dead Load 850 lb 790 lb Total Load 2560 lb 2400 lb 2 Bearing Length 0.77 in 0.72 in w BEAM DATA Center Span Length 8 ft Unbraced Length-Top 2 ft A 8 e Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Camber Adj.Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 240 plf Notch Depth 0.00 Uniform Dead Load 90 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 340 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2396 psi Live Load 1000 lb 400 lb Cd=1.00 C1=1.00 Dead Load 600 lb 240 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4 ft 3 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.±to Grain: Fc- 1-= 650 psi Fc-±'= 650 psi Controlling Moment: 6880 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: 2560 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: 34.46 in3 69.19 in3 Area(Shear): 14.49 in2 46.13 in2 Moment of Inertia(deflection): 99.44 in4 311.34 in4 Moment: 6880 ft-lb 13812 ft-lb Shear: 2560 lb 8149 lb NOTES 1 Project:M3640A3FT-0 page Archiytects dsRo rth / Location: 14.MSTR BEDRM WINDOW HEADER4bitArchitects Northwest Roof Beam of [2015 International Building Code(2012 NDS)] 3.5 INx9.25INx12.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:17 PM Section Adequate By: 13.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/760 Dead Load 0.13 in Total Load 0.32 IN L/453 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A_ Live Load 900 lb 900 lb Dead Load 611 lb 611 lb Total Load 1511 lb 1511 lb Bearing Length 0.69 in 0.69 in BEAM DATA Span Length 12 ft — — Unbraced Length-Top 2 ft • A '12 ft Unbraced Length-Bottom 0 ft A B Roof Pitch 4 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 900 psi Fb'= 1238 psi Tributary Width: TW= 4 ft Cd=1.15 C1=1.00 CF=1.20 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 25 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 2 ft Comp.1 to Grain: Fc- = 625 psi Fc- '= 625 psi Wall Load: WALL= 0 Controlling Moment: 4534 ft-lb plf 6.0 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 12 ft Controlling Shear: 1511 lb Beam Self Weight: BSW= 7 plf At support. Created by combining all dead and live loads. Beam Uniform Live Load: wL= 150 plf Beam Uniform Dead Load: wD_adj= 102 plf Comparisons with required sections: Rea'd Provided Total Uniform Load: wT= 252 plf Section Modulus: 43.96 in3 49.91 in3 Area(Shear): 10.95 in2 32.38 in2 Moment of Inertia(deflection): 91.8 in4 230.84 in4 Moment: 4534 ft-lb 5148 ft-lb Shear: 1511 lb 4468 lb NOTES