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Report (49) ' /A..C.//U C 4i /—>/ Project:Nix page Be Robinsonri / Location:Beam Nr. 1 rear porch � `� Design Providence LLC Roof Beam .#. 6723 SE 152nd Ave. of [2009 International Building Code(2005 NDS)] Portland,Or 97236 5.5 IN x 12.0 IN x 14.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 5/20/2016 10:50:25 AM Section Adequate By: 124.5% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center ��� � Live Load 0.18 IN 11924 ; Dead Load 0.15 in Total Load 0.33 IN 11503 MAY 2 4pls Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:U180 REACTIONS A B CITY OF TIC t Live Load 2100 lb 2100 lb BUILDING DIVISION Dead Load 1753 lb 1753 lb Total Load 3853 lb 3853 lb �� Bearing Length 1.08 in 1.08 in _ BEAM DATA A - 14ft � Span Length 14 ft Unbraced Length-Top 2 ft Unbraced Length-Bottom 0 ft ROOF LOADING Roof Pitch 7 :12 Side One: Roof Duration Factor 1.15 Roof Live Load: LL= 25 psf MATERIAL PROPERTIES Roof Dead Load: DL= 17 psf 24F-V4-Visually Graded Western Species Tributary Width: TW= 6 ft Base Values Adjusted Side Two: Bending Stress: Fb= 2400 psi Controlled by: Roof Live Load: LL= 25 psf Fb_cmpr= 1850 psi Fb'= 2753 psi Roof Dead Load: DL= 17 psf Cd;/. C1=1.00 Tributary Width: TW= 6 ft Shear Stress: Fv= 265 psi Fv'= 305 psi Wall Load: WALL= 0 plf Cd=1.15 SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Adjusted Beam Length: Ladj= 14 ft Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Beam Self Weight: BSW= 14 plf Comp.±to Grain: Fc--1-= 650 psi Fc-1-' = 650 psi Beam Uniform Live Load: wL= 300 plf Beam Uniform Dead Load: wD_adj= 250 plf Controlling Moment: 13487 ft-lb Total Uniform Load: wT= 550 plf 7.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 3853 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 58.79 in3 132 in3 Area(Shear): 18.97 in2 66 in2 Moment of Inertia(deflection): 283.18 in4 792 in4 Moment: 13487 ft-lb 30283 ft-lb Shear: 3853 lb 13409 lb Project:Nix page Bo Robinson Location:Beam Nr.2 rear porch Design Providence LLC Roof Beam 6723 SE 152nd Ave. of [2009 International Building Code(2005 NDS)] Portland,Or 97236 5.5 IN x 11.5 IN x 14.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 5/20/2016 10:50:30 AM Section Adequate By: 18.7% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.18 IN U940 Dead Load 0.15 in Total Load 0.33 IN U505 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 1313 lb 1313 lb Dead Load 1129 lb 1129 lb Total Load 2442 lb 2442 lb Bearing Length 0.71 in 0.71 in BEAM DATA aafc Span Length 14 ft Unbraced Length-Top 2 ft Unbraced Length-Bottom 0 ft ROOF LOADING Roof Pitch 7 :12 Side One: Roof Duration Factor 1.15 Roof Live Load: LL= 25 psf MATERIAL PROPERTIES Roof Dead Load: DL= 17 psf #2-Douglas-Fir-Larch Tributary Width: TW= 6 ft Base Values Adjusted Side Two: Bending Stress: Fb= 875 psi Fb'= 1005 psi Roof Live Load: LL= 25 psf Cd=1.15 C1=1.00 CF=1.00 Roof Dead Load: DL= 17 psf Shear Stress: Fv= 170 psi Fv'= 196 psi Tributary Width: TW= 1.5 ft Cd=1.15 Wall Load: WALL= 0 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Min.Mod.of Elasticity: E_min= 470 ksi E min'= 470 ksi Comp.-to Grain: Fc-- = 625 psi Fc---'= 625 psi Adjusted Beam Length: Ladj= 14 ft Beam Self Weight: BSW= 14 plf Controlling Moment: 8546 ft Ib Beam Uniform Live Load: wL= 188 plf 7.0 ft from left support Beam Uniform Dead Load: wD_adj= 161 plf Created by combining all dead and live loads. Total Uniform Load: wT= 349 plf Controlling Shear: 2442 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 102.09 in3 121.23 in3 Area(Shear): 18.73 in2 63.25 in2 Moment of Inertia(deflection): 331.27 in4 697.07 in4 Moment: 8546 ft-lb 10148 ft-lb Shear: 2442 lb 8244 lb Project:Nix page Bo Robinson Location:Beam Nr.3 rear porch carrier Design Providence LLC Multi-Span Roof Beam , ,,s 6723 SE 152nd Ave. of [2009 International Building Code(2005 NDS)] Portland,Or 97236 5.5 IN x 12.0 IN x 24.0 FT(4+ 16+4) 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 5/20/2016 10:50:25 AM Section Adequate By:233.5% LOADING DIAGRAM Controlling Factor:Moment PEFLECTIONS Left Center Right Live Load 0.00 IN UMAX 0.08 IN U2476 0.00 IN UMAX Dead Load 0.00 in 0.07 in 0.00 in Total Load -0.01 IN L/5653 0.15 IN L/1308 -0.01 IN L/5653 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B C D Live Load 0 lb 1950 lb 1950 lb 0 lb .1 Dead Load -789 lb 1837 lb 1837 lb -789 lb Total Load -789 lb 3787 lb 3787 lb -789 lb Uplift(1.5 F.S) -1689 lb 0 lb 0 lb -1689 lb Bearing Length 0.00 in 1.06 in 1.06 in 0.00 in Oft 16ft dft BEAM DATA Left Center Right Span Length 4 ft 16 ft 4 ft Unbraced Length-Top O ft 8 ft O ft ROOF LOADING Left Center Right Unbraced Length-Bottom 4 ft 16 ft 4 ft Roof Pitch 0 :12 Roof Live Load RLL= 25 psf 25 psf 25 psf Roof Duration Factor 1.15 Roof Dead Load RDL= 17 psf 17 psf 17 psf Roof Tributary Width Side One TW1 = 0 ft O ft O ft Notch Depth 0.00 Roof Tributary Width Side Two TW2= 0 ft 0 ft 0 ft MATERIAL PROPERTIES Wall Load WALL= 0 plf 0 plf 0 plf 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 2100 lb Fb_cmpr= 1850 psi Fb'= 2729 psi Dead Load 1753 lb Cd=1.15 C/=0.99 Location 8 ft Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 BEAM LOADING Left Center Right Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Total Live Load 0 plf 0 plf 0 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Total Dead Load(Adjusted for Roof Pitch) 0 plf 0 plf 0 plf Comp.-I-to Grain: Fc-1= 650 psi Fc--t-'= 650 psi Beam Self Weight 14 plf 14 plf 14 plf Total Load 14 plf 14 plf 14 plf Controlling Moment: 8999 ft-lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2,3 Controlling Shear: 2041 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2,3 Comparisons with required sections: Req'd Provided Section Modulus: 39.58 in3 132 in3 Area(Shear): 10.05 in2 66 int Moment of Inertia(deflection): 108.99 in4 792 in4 Moment: 8999 ft-lb 30016 ft-lb Shear: 2041 lb 13409 lb Project: Nix page Bo Robinson Location:Beam Nr.4 rear slider Design Providence LLC Multi-Span Roof Beam �; 6723 SE 152nd Ave, of [2009 International Building Code(2005 NDS)] Portland,Or 97236 3.5 IN x 9.0 IN x 8.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 5/20/2016 10:50:26 AM Section Adequate By:31.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.12 IN L/841 Dead Load 0.10 in Total Load 0.22 IN L/454 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 1050 lb 1050 lb Dead Load 906 lb 906 lb Total Load 1956 lb 1956 lb Bearing Length 0.86 in 0.86 in BEAM DATA Center Q 8.5 ft13 Span Length 8.5 ft Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 8.5 ft ROOF LOADING Center Roof Pitch 0 :12 Roof Live Load RLL= 25 psf Roof Duration Factor 1.15 Roof Dead Load RDL= 17 psf CamberAdj.Factor 1 Roof Tributary Width Side One TW1 = 0 ft Camber Required 0.1 Roof Tributary Width Side Two TW2= 0 ft Notch Depth 0.00 Wall Load WALL= 0 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 2100 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 1753 lb Fb_cmpr= 1850 psi Fb'= 2751 psi Location 4.25 ft Cd=1.15 C1=1.00 Shear Stress: Fv= 265 psi Fv'= 305 psi BEAM LOADING Center Cd=1.15 Total Live Load 0 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Total Dead Load(Adjusted for Roof Pitch) 0 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Beam Self Weight 7 plf Comp.-I-to Grain: Fc- L= 650 psi Fc---'= 650 psi Total Load 7 plf Controlling Moment: 8249 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: -1956 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: 35.98 in3 47.25 in3 Area(Shear): 9.63 in2 31.5 in2 Moment of Inertia(deflection): 84.29 in4 212.63 in4 Moment: 8249 ft-lb 10833 ft-lb Shear: -1956 lb 6400 lb Project:Nix page Bo Robinson Location:Beam Nr.5 at center bearing agi" Design Providence LLC Roof Beam 6723 SE 152nd Ave. or [2009 International Building Code(2005 NDS)] Portland,Or 97236 3.51N x 11.25 IN x 8.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 5/20/2016 10:50:26 AM Section Adequate By:31.1% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.06 IN L/1776 Dead Load 0.05 in Total Load 0.10 IN U979 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 REACTIONS A_ Live Load 1381 lb 1381 lb Dead Load 1124 lb 1124 lb Total Load 2505 lb 2505 lb Bearing Length 1.15 in 1.15 in BEAM DATA 8.5 ft Span Length 8.5 ft Unbraced Length-Top 2 ft Unbraced Length-Bottom 0 ft ROOF LOADING Roof Pitch 7 :12 Side One: Roof Duration Factor 1.15 Roof Live Load: LL= 25 psf MATERIAL PROPERTIES Roof Dead Load: DL= 17 psf #2-Douglas-Fir-Larch Tributary Width: TW= 12 ft Base Values Adjusted Side Two: Bending Stress: Fb= 900 psi Fb'= 1134 psi Roof Live Load: LL= 25 psf Cd=1.15 CI=1.00 CF=1.10 Roof Dead Load: DL= 17 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Tributary Width: TW= 1 ft Cd=1.15 Wall Load: WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Adjusted Beam Length: Ladj= 8.5 ft Comp.-L to Grain: Fc- = 625 psi Fc--- = 625 psi Beam Self Weight: BSW= 9 plf Beam Uniform Live Load: wL= 325 plf Controlling Moment: 5323 ft-Ib Beam Uniform Dead Load: wD_adj= 264 plf 4.25 ft from left support Total Uniform Load: wT= 589 plf Created by combining all dead and live loads. Controlling Shear: -2505 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 56.33 in3 73.83 in3 Area(Shear): 18.15 in2 39.38 in2 Moment of Inertia(deflection): 76.34 in4 415.28 in4 Moment: 5323 ft-lb 6977 ft-lb Shear: -2505 lb 5434 lb Project:Nix page Bo Robinson Location:Beam Nr.6 collar ties over theaterDesign Providence LLC Collar Tie I " 6723 SE 152nd Ave. of [2009 International Building Code(2005 NDS)] Portland,Or 97236 1.5 IN x 11.25 IN x 11.5 FT @16O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 5/20/2016 10:50:27 AM 1.5 x 5.5 Solid Sawn Lumber with minimum Ft=575 Section Adequate By:4.9% Controlling Factor:Moment DEFLECTIONS Center MATERIAL PROPERTIES Live Load 0.08 IN L/1821 Dead Load 0.06 in Base Values Adjusted Total Load 0.14 IN U1061 Bending Stress: Fb= 900 psi Fb'= 583 psi Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 Cd=1.15 CI=0.56 CF=1.00 RAFTER REACTIONS Shear Stress: Fv= 180 psi Fv'= 207 psi LOADS REACTIONS Cd=1.15 Lower Live Load @ B 288 plf 383 Ib Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Lower Dead Load @ B 206 plf 275 lb Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Lower Total Load @ B 494 plf 658 lb Comp.l to Grain: Fc--L= 625 psi Fc-L'= 625 psi Collar Tie Tension 1229 lb Controlling Moment: -1465 ft-lb RAFTER SUPPORT DATA 7.134 Ft from left support of span 2(Center Span) B Created by combining all dead loads and live loads on span(s)2 Bearing Length 0.70 in Controlling Shear: -624 lb RAFTER DATA Interior 11.384 Ft from left support of span 2(Center Span) Span Length 11.5 ft Created by combining all dead loads and live loads on span(s)2 Unbraced Length-Bottom 0 ft Comparisons with required sections: Req'd Provided Rafter Pitch 4 :12 Section Modulus: 30.16 in3 31.64 in3 Collar Tie Location 3.08 ft Area(Shear): 4.52 in2 16.88 in2 Roof Duration Factor 1.15 Moment of Inertia(deflection): 30.2 in4 177.98 in4 Peak Notch Depth 0.00 Moment: -1465 ft-lb 1537 ft-lb Base Notch Depth 0.00 Shear: -624 lb 2329 lb RAFTER LOADING COLLAR TIE DESIGN, Uniform Floor Loading 1.5 x 5.5 Solid Sawn Lumber with minimum Ft=575 Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 17 psf Tension Parallel to Grain Ft= 575 psi Ft'= 992 psi Slope Adjusted Spans And Loads Cd=1.15 Cf=0.00 Interior Span: L-adj= 12.12 ft Collar Tie Location 3.08 ft Eave Span: L-Eave-adj= 0 ft Collar Tie Tension 1229 lb Rafter Live Load: wL-adj= 30 plf Collar Tie Capacity 8183 lb Eave Live Load: wL-Eave-adj= 30 plf Nailing Required @ Both Ends Rafter Dead Load: wD-adj= 22 plf 16d Common 8 Nails Rafter Total Load: wT adj= 52 plf 16d Sinker 10 Nails Eave Total Load: wT-Eave-adj= 52 plf 16d Box 11 Nails LOADING DIAGRAM O,ft 11.5 ft r fift 3.08 _-.._ % 1 1.74 ft �� - 23ft r-- Project:Nix page Be Po Location:Beam Nr.7 front porch `� Designign Providence LLC Roof Beam 6723 SE 152nd Ave. [2009 International Building Code(2005 NDS)] Portland,Or 97236 5.5 IN x 9.5 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 5/20/2016 10:50:29 AM Section Adequate By: 114.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.06 IN L/2041 Dead Load 0.05 in Total Load 0.11 IN L/1055 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 668 lb 668 lb Dead Load 624 lb 624 lb Total Load 1292 lb 1292 lb Bearing Length 0.38 in 0.38 in BEAM DATA A loft Span Length 10 ft Unbraced Length-Top 2 ft Unbraced Length-Bottom 0 ft ROOF LOADING Roof Pitch 9 :12 Side One: Roof Duration Factor 1.15 Roof Live Load: LL= 25 psf MATERIAL PROPERTIES Roof Dead Load: DL= 17 psf #2-Douglas-Fir-Larch Tributary Width: TW= 2.7 ft Base Values Adiusted Side Two: Bending Stress: Fb= 875 psi Fb'= 1005 psi Roof Live Load: LL= 25 psf Cd=1.15 C1=1.00 CF=1.00 Roof Dead Load: DL= 17 psf Shear Stress: Fv= 170 psi Fv'= 196 psi Tributary Width: TW= 2.7 ft Cd=1.15 Wall Load: WALL= 0 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp. -to Grain: Fc- = 625 psi Fc--- = 625 psi Adjusted Beam Length: Ladj= 10 ft Beam Self Weight: BSW= 11 plf Controlling Moment: 3229 ft-lb Beam Uniform Live Load: wL= 134 plf 5.0 ft from left support Beam Uniform Dead Load: wD_adj= 125 plf Created by combining all dead and live loads. Total Uniform Load: wT= 258 plf Controlling Shear: 1292 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 38.56 in3 82.73 in3 Area(Shear): 9.91 in2 52.25 in2 Moment of Inertia(deflection): 89.4 in4 392.96 in4 Moment: 3229 ft-lb 6927 ft-lb Shear: 1292 lb 6810 lb Project:Nix page fi Bo Robinsonri / Location:Beam Nr.8 front porch carrier .� `�,l . i Design Providence LLC Multi-Span Roof Beam 6723 SE 152nd Ave. of [2009 International Building Code(2005 NDS)] _"y Portland,Or 97236 5.5 IN x 9.5 IN x 10.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 5/20/2016 10:50:29 AM Section Adequate By:96.8% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.05 IN L/2312 Dead Load 0.06 in Total Load 0.11 IN L/1142 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 334 lb 334 lb i Dead Load 364 lb 364 lb Total Load 698 lb 698 lb Bearing Length 0.20 in 0.20 in i- BEAM DATA Center 1O.5ft Span Length 10.5 ft Unbraced Length-Top 5.25 ft Unbraced Length-Bottom 10.5 ft ROOF LOADING Center Roof Pitch 0 :12 Roof Live Load RLL= 25 psf Roof Duration Factor 1.15 Roof Dead Load RDL= 17sf Notch Depth 0.00 p Roof Tributary Width Side One TW1 = 0 ft MATERIAL PROPERTIES Roof Tributary Width Side Two TW2= 0 ft #2-Douglas-Fir-Larch Wall Load WALL= 0 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 1002 psi Load Number One Cd=1.15 C1=1.00 CF=1.00 Live Load 668 lb Shear Stress: Fv= 170 psi Fv'= 196 psi Dead Load 610 lb Cd=1.15 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Location 5.25 ft Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi BEAM LOADING Center Comp.-I-to Grain: Fc--I-= 625 psi Fc--L'= 625 psi Total Live Load 0 plf Total Dead Load(Adjusted for Roof Pitch) 0 plf Controlling Moment: 3511 ft-lb Beam Self Weight 11 plf 5.25 Ft from left support of span 2(Center Span) Total Load 11 plf Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -698 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: 42.03 in3 82.73 in3 Area(Shear): 5.36 in2 52.25 in2 Moment of Inertia(deflection): 82.57 in4 392.96 in4 Moment: 3511 ft-lb 6910 ft-lb Shear: -698 lb 6810 lb page Project:Nix Bo Robinson Location:Beam Nr.9 rear bdrm 4 7-- - Design Providence LLC Combination Roof And Floor Beam 6723 SE 152nd Ave. of [2009 International Building Code(2005 NDS)] Portland,Or 97236 1.5 IN x 11.25 IN x 3.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 5/20/2016 10:50:27 AM Section Adequate By:46.1% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN L/6913 Dead Load 0.00 in Total Load 0.01 IN L/3889 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 897 lb 897 lb Dead Load 697 lb 697 lb Total Load 1594 lb 1594 lb Bearing Length 1.70 in 1.70 in BEAM DATA Center A — — — — 3.5 ft B Span Length 3.5 ft Unbraced Length-Top 1.33 ft Roof Pitch 4 :12 ROOF LOADING Floor Duration Factor 1.00 Side 1 Side 2 Roof Duration Factor 1.15 Roof Live Load RLL= 25 psf 25 psf Notch Depth 0.00 Roof Dead Load RDL= 17 psf 17 psf MATERIAL PROPERTIES Roof Tributary Width RTW= 3 ft 11.5 ft #2-Douglas-Fir-Larch Base Values Adjusted FLOOR LOADING Bending Stress: Fb= 900 psi Fb'= 1019 psi Side 1 Side 2 Cd=1.15 C1=0.98 CF=1.00 Floor Live Load FLL= 10 psf 40 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Floor Dead Load FDL= 10 psf 15 psf Cd=1.15 Floor Tributary Width FTW= 3 ft 3 ft Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Wall Load WALL= 60 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi BEAM LOADING Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Roof Uniform Live Load: wL-roof= 363 plf Roof Uniform Dead Load: wD-roof= 260 plf Controlling Moment: 1395 ft-lb Floor Uniform Live Load: wL-floor= 150 plf 1.75 ft from left support Floor Uniform Dead Load: wD-floor= 75 plf Created by combining all dead and live loads. Beam Self Weight: BSW= 4 plf Controlling Shear: -1594 lb Combined Uniform Live Load: wL= 513 plf At support. Combined Uniform Dead Load: wD= 398 plf Created by combining all dead and live loads. Combined Uniform Total Load: wT= 911 plf Controlling Total Design Load: wT-cont= 911 plf Comparisons with required sections: Req'd Provided Section Modulus: 16.43 in3 31.64 in3 Area(Shear): 11.55 in2 16.88 in2 Moment of Inertia(deflection): 10.98 in4 177.98 in4 Moment: 1395 ft-lb 2686 ft-lb Shear: -1594 lb 2329 lb page Project:Nix Bo Robinson Location:Beam Nr.. 10 rear bdrm ' Design Providence LLC • Multi-Span Floor Beam . 6723 SE 152nd Ave. of [2009 International Building Code(2005 NDS)] Portland,Or 97236 (2)1.5 IN x 11.25 IN x 9.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 5/20/2016 10:50:28 AM Section Adequate By:6.4% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/2356 Dead Load 0.05 in Total Load 0.10 IN L/1082 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 479 lb 778 lb Dead Load 693 lb 925 lb Total Load 1172 lb 1703 lb Bearing Length 0.62 in 0.91 in BEAM DATA Center Span Length 9 ft _ Unbraced Length-Top 1.33 ft 9ft Unbraced Length-Bottom 6 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING Center MATERIAL PROPERTIES Floor Live Load FLL= 40 psf #2-Douglas-Fir-Larch Floor Dead Load FDL= 15 psf Base Values Adjusted Floor Tributary Width Side One TW1 = 1 ft Bending Stress: Fb= 900 psi Fb'= 897 psi Floor Tributary Width Side Two TW2= 0 ft Cd=1.00 C1=1.00 CF=1.00 Wall Load WALL= 80 plf 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 897 lb Min.Mod.of Elasticity: E—min= 580 ksi E—min'= 580 ksi Dead Load 697 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 6 ft Controlling Moment: 4450 ft-lb BEAM LOADING Center 5.94 Ft from left support of span 2(Center Span) Reduced Floor Live Load 40 psf Created by combining all dead loads and live loads on span(s)2 Total Live Load 40 plf Controlling Shear: -1703 lb Total Dead Load 95 plf At right support of span 2(Center Span) Beam Self Weight 7 plf Created by combining all dead loads and live loads on span(s)2 Total Load 142 plf Comparisons with required sections: Req'd Provided Section Modulus: 59.49 in3 63.28 in3 Area(Shear): 14.19 in2 33.75 in2 Moment of Inertia(deflection): 78.96 in4 355.96 in4 Moment: 4450 ft-lb 4733 ft-lb Shear: -1703 lb 4050 lb Project:Nix page Bo Robinson Location:Beam Nr.. 11 rear bdrm ;LI Design Providence LLC Multi-Loaded Multi-Span Beam 6723 SE 152nd Ave. of [2009 International Building Code(2005 NDS)] Portland,Or 97236 6.75 IN x 10.5 IN x 12.33 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 5/20/2016 10:50:28 AM Section Adequate By:20.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.27 IN L/552 Dead Load 0.21 in Total Load 0.48 IN L/309 1 L/240 i / 6Criteria: Live Load Deflection Criteria: L 3 0 Total Load Deflection REACTIONS A B Live Load 3241 lb 3665 lb TR3 Dead Load 2609 lb 2773 lb TR1 TR2 Total Load 5850 lb lb Bearing Length 1.33 in 1.47 in REAM DATA Center 12.33ft B Span Length 12.33 ft Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 12.33 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0.21 Beam Self Weight 15 plf Notch Depth 0.00 Total Uniform Load 15 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 778 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 925 lb Fb cmpr= 1850 psi Fb'= 2398 psi Location 3.5 ft Cd=1.00 C1=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Three Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 280 plf 220 plf 363 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 185 plf 163 plf 247 plf Comp.I-to Grain: Fc--1-= 650 psi Fc--L'= 650 psi Right Live Load 280 plf 220 plf 363 plf Right Dead Load 185 plf 163 plf 247 plf Controlling Moment: 20548 ft-lb Load Start 0 ft 3.5 ft 3.5 ft 5.92 Ft from left support of span 2(Center Span) Load End 3.5 ft 12.33 ft 12.33 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3.5 ft 8.83 ft 8.83 ft Controlling Shear: -6438 lb 12.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 102.83 in3 124.03 in3 Area(Shear): 36.44 in2 70.88 in2 Moment of Inertia(deflection): 505.87 in4 651.16 in4 Moment: 20548 ft-lb 24786 ft-lb Shear: -6438 lb 12521 lb Project:Nix page Be Robinsonri / Location:Beam Nr..12 at 20'garage door hdr Design Providence LLC Combination Roof And Floor Beam 6723 SE 152nd Ave. [2009 International Building Code(2005 NDS)} 5.5 IN x 15.0 IN x 20.5 FT Portland,Or 97236 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:80.5% StruCalc Version 8.0.113.0 5/20/2016 10:50:28 AM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.13 IN L/1916 Dead Load 0.25 in Total Load 0.38 IN 11650 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A B Live Load 923 lb 923 lb Dead Load 1798 lb 1798 lb Total Load 2720 lb 2720 lb Bearing Length 0.76 in 0.76 in -- --- -- — BEAM DATA Center 20.5 ft Span Length A zosrt Unbraced Length-Top 1.33 ft Roof Pitch 9 :12 Floor Duration Factor 1.00 ROOF LOADING Roof Duration Factor 1.15 Side 1 Side 2 Camber Adj.Factor 1 Roof Live Load RLL= 25 psf 25 psf Camber Required 0.25 Roof Dead Load RDL= 17 psf 17 psf Notch Depth 0.00 Roof Tributary Width RTW= 1 ft 1 ft MATERIAL PROPERTIES FLOOR LOADING 24F-V4-Visually Graded Western Species Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 2400 psi Controlled by: Floor Dead Load FDL= 15 Fb_cmpr= 1850 psi Fb'= 2687 psi Floor Tributary Width FTW= 1 psf 15 psf Cd=1.15 C1=1.00 Cv=0.97 0 ft Shear Stress: Wa{I Load WALL= 100 plf Fv= 265 psi Fv'= 305 psi Cd=215 BEAM LOADING Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Roof Uniform Live Load: wL-roof= 50 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Roof Uniform Dead Load: wD-roof= 43 plf Comp.-I-to Grain: Fe--I-= 650 psi Fe--L'= 650 psi Floor Uniform Live Load: wL-floor= 40 plf Floor Uniform Dead Load: wD-floor= 15 plf Controlling Moment: 13941 ft-lb Beam Self Weight: SSW= 18 plf 10.25 ft from left support Combined Uniform Live Load: wL= 90 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 175 plf Controlling Shear: 2720 lb Combined Uniform Total Load: wT= 265 plf At support. Controlling Total Design Load: wT-cont= 265 plf Created by combining all dead and live loads. Comparisons with required sections: Reo'd Provided Section Modulus: 62.27 in3 206.25 in3 Area(Shear): 13.3923 int 82.5.88 int Moment of Inertia (deflection): 857.23 in4 1546.88 in4 Moment: 13941 ft-lb 46175 ft-lb Shear. 2720 lb 16761 lb