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Report /45 72,0/1-f-CUvL1/ y ."5"-- /c` /4w 7L/41 n . Pnl‘ct:9545 SW Brentwood PL page Location:Beam Nr. 1 -New Porch Ridge Beam Keith A Kudrna Roof Beam ] l Suntel Design [2009 International Building Code(2005 NDS)] 16865 Boones Ferry Rd or Lake Oswego,OR 97035 5.5 IN x 11.25 IN x 15.0 FT #1 -Douglas-Fir-Larch-Dry Use Section Adequate By: 15.2% StruCalc Version 8.0.113.0 11/11/2014 1:37:16 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.33 IN L/550 Dead Load 0.18 in Total Load 0.51 IN U356 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 2250 lb 2250 lb Dead Load 1226 lb 1226 lb Total Load 3476 lb 3476 lb Bearing Length 1.01 in 1.01 in _, , , BEAM DATA — — — 15 ft —. ---- Span Length 15 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 0 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: Roof Live Load: LL= 30 psf MATERIAL PROPERTIES Roof Dead Load: DL= 15 psf #1 -Douglas-Fir-Larch Tributary Width: TW= 5 ft Base Values Adjusted Side Two: Bending Stress: Fb= 1350 psi Fb'= 1553 psi Roof Live Load: LL= 30 psf Cd=1.15 CF=1.00 Roof Dead Load: DL= 15 psf Shear Stress: Fv= 170 psi Fv'= 196 psi Tributary Width: TW= 5 ft Cd=i.15 Wall Load: WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi SLOPE/ Tam ADJUSTED LENGTHS AND LOADS Comp. to Grain: Fc = 625 psi Fc 1'= 625 psi Adjusted Beam Length: Ladj= 15 ft Beam Self Weight: BSW= 13 plf Controlling Moment: 13033 ft-lb Beam Uniform Live Load: wL= 300 plf 7.5 ft from left support Beam Uniform Dead Load: wD_adj= 163 plf Created by combining all dead and live loads. Total Uniform Load: wT= 463 plf Controlling Shear: -3476 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 100.74 in3 116.02 in3 Area(Shear): 26.67 in2 61.88 in2 Moment of Inertia(deflection): 329.86 in4 652.59 in4 Moment: 13033 ft-lb 15010 ft-lb Shear: -3476 lb 8064 lb Proct'9545 SW Brentwood PL page ;, Keith A Kudrna / Location:Beam Nr.2-Rear Porch Beam at Rear of Patio Suntel Design Multi-Span Roof Beam ` 1^^ 16865 Boones Ferry Rd of [2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035 5.125 IN x 12.0 IN x 20.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/11/2014 1:37:16 PM Section Adequate By:25.5% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.65 IN L/369 Dead Load 0.38 in Total Load 1.03 IN 1/232 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 1725 lb 1725 lb 1 Dead Load 1046 lb 1046 lb Total Load 2771 lb 2771 lb Bearing Length 0.83 in 0.83 in itm-,, , v . .... , . .n t,�,�x. ems r , BEAM DATA Center 20 ft Span Length 20 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 20 ft ROOF LOADING Center Roof Pitch 0 :12 Roof Live Load RLL= 30psf Roof Duration Factor 1.15 Roof Dead Load RDL= 15 sf Camber Adj.Factor 1 p Camber Required 0.38 Roof Tributary Width Side One TW1 = 1 ft Notch Depth 0.00 Roof Tributary Width Side Two TW2= 1 ft Wall Load WALL= 0 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: ea Load 2250 lb D Fb_cmpr= 1850 psi Fb'= 2760 psi Dead Load 1226b Location Cd=1.15 10 ft Shear Stress: Fv= 265 psi Fv'= 305 psi BEAM LOADING Center Cd=1.15 Total Live Load 60 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Total Dead Load(Adjusted for Roof Pitch) 30 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Beam Self Weight 13 plf Comp.--to Grain: Fc-J-= 650 psi Fc--12= 650 psi Total Load 103 plf Controlling Moment: 22547 ft-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 Controlling Shear: 2771 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: 98.03 in3 123 in3 Area(Shear): 13.64 in2 61.5 in2 Moment of Inertia(deflection): 572.05 in4 738 in4 Moment: 22547 ft-lb 28290 ft-lb Shear: 2771 lb 12495 lb Prove 9545 SW Brentwood PL page Keith Kudrna / Location:Beam Nr.3-Side beam at Rear Patio f Suntel Design Roof Beam ; 16865 Boones Ferry Rd of [2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035 3.5 IN x 11.25 IN x 11.0 FT #2 Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/11/2014 1:37:16 PM Section Adequate By:38.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.11 IN L/1224 Dead Load 0.06 in Total Load 0.17 IN U795 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 REACTIONS A Live Load 1196 lb 1196 lb Dead Load 645 lb 645 lb Total Load 1841 lb 1841 lb Bearing Length 0.84 in 0.84 in BEAM DATA - - lift = Span Length 11 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft ROOF LOADING Roof Pitch 0 :12 Side One: Roof Duration Factor 1.15 Roof Live Load: LL= 30 psf MATERIAL PROPERTIES Roof Dead Load: DL= 15 psf #2-Douglas-Fir-Larch Tributary Width: TW= 5 ft Base Values Adjusted Side Two: Bending Stress: Fb= 900 psi Fb'= 1139 psi Roof Live Load: LL= 30 psf Cd=1.15 CF=1.10 Roof Dead Load: DL= 15 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Tributary Width: TW= 2.3 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: Lad = 11 ft Comp.--to Grain: Fc-_= 625 psi Fc-_'= 625 psi Beam Self Weight: g BSW= 9 plf Controlling Moment: 5064 ftIb Beam Uniform Live Load: wL= 218 plf 5.5 ft from left support Beam Uniform Dead Load: wD_adj= 117 plf Created by combining all dead and live loads. Total Uniform Load: wT= 335 plf Controlling Shear: -1841 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 53.37 in3 73.83 in3 Area(Shear): 13.34 in2 39.38 in2 Moment of Inertia(deflection): 93.98 in4 415.28 in4 Moment: 5064 ft-lb 7004 ft-lb Shear: -1841 lb 5434 lb • Projec'9545 SW Brentwood PL page Keith Kudrna / Location:Beam Nr.4-Patio Slider Header y Suntel Design Multi-Span Roof Beam , i 16865 Boones Ferry Rd of [2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035 3.125 IN x 12.0 IN x 8.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/11/2014 1:37:16 PM Section Adequate By:49.7% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.10 IN L/972 Dead Load 0.06 in Total Load 0.16 IN U632 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A Live Load 2400 lb 2400 lb 1 Dead Load 1285 lb 1285 lb Total Load 3685 lb 3685 lb Bearing Length 1.81 in 1.81 in BEAM DATA Center 8.5 ft • Span Length 8.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft ROOF LOADING Center Roof Pitch 0 :12 Roof Live Load RLL= 30 psf Roof Duration Factor 1.15 Roof Dead Load RDL= 15 psf Camber Adj. Factor 1 Roof Tributary Width Side One TW1 = 2 ft Camber Required 0.06 Roof Tributary Width Side Two TW2= 8 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 2250 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 1226 lb Fb_cmpr= 1850 psi Fb'= 2760 psi Location 4.25 ft Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi BEAM LOADING Center Cd=1.15 Total Live Load 300 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Total Dead Load(Adjusted for Roof Pitch) 150 plf Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Beam Self Weight 8 plf Comp.1to Grain: Fc- = 650 psi Fc- '= 650 psi Total Load 458 plf Controlling Moment: 11524 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: 3685 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: 50.1 in3 75 in3 Area(Shear): 18.14 in2 37.5 in2 Moment of Inertia(deflection): 128.08 in4 450 in4 Moment: 11524 ft-lb 17250 ft-lb Shear: 3685 lb 7619 lb