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Specifications (139) M 5-- 241-7 -- 00 2qz to `� Z 5c.0 7\vw\044. 7.1 Project: Cedar_Winwood Homes —Lot 25 Annand Hill .— page t -4 Keith A Kudrna Location: Beam Nr. 01 -Great Room Window Header FE f-- Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2009 International Building Code(2005 NDS)] JUL 2 7 20i7 wuTM Lake Oswego, Oregon 97035 5.5 IN x 11.5 IN x 5.5 FT #1 -Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 7/19/2017 10:05:29 AM CI1YfAtiL7 Section Adequate By: 84.9% BUILDING DIVJSI "° Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4718 Dead Load 0.01 in Total Load 0.02 IN L/2849 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3336 lb 1524 lb Dead Load 2189 lb 1002 lb Total Load 5525 lb 2526 lb r:•.... Bearing Length 1.61 in 0.73 in w BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 400 plf #1 -Douglas-Fir-Larch Uniform Dead Load 250 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 1350 psi Fb'= 1350 psi Total Uniform Load 664 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 2000 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1300 lb Min. Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 1 ft Comp. L to Grain: Fc- L= 625 psi Fc- = 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 4804 ft-lb Load Number One 1.71 Ft from left support of span 2(Center Span) Left Live Load 660 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 440 plf Controlling Shear: 3876 lb Right Live Load 660 plf At a distance d from left support of span 2(Center Span) Right Dead Load 440 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft Load End 1 ft Comparisons with required sections: Rea'd Provided Load Length 1 ft Section Modulus: 42.7 in3 121.23 in3 Area(Shear): 34.2 in2 63.25 in2 Moment of Inertia(deflection): 58.73 in4 697.07 in4 Moment: 4804 ft-lb 13638 ft-lb Shear: 3876 lb 7168 lb NOTES Project:Cedar_Winwood Homes Lot 25 Annand Hill . page Keith A Kudrna Location: Beam Nr. 02-Great Room Window Header F Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2009 International Building Code(2005 NDS)] .. Lake Oswego,Oregon 97035 5.5 INx11.5INx5.5FT #1 -Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 7/19/2017 10:05:29 AM Section Adequate By: 50.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2569 1 Dead Load 0.02 in Total Load 0.04 IN L/1549 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3108 lb 3402 lb Dead Load 2042 lb 2248 lb Total Load 5150 lb 5650 lb TRI Bearing Length 1.50 in 1.64 in w BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 400 plf #1 -Douglas-Fir-Larch Uniform Dead Load 250 plf Base Values Adiusted Beam Self Weight 14 plf Bending Stress: Fb= 1350 psi Fb'= 1350 psi Total Uniform Load 664 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 2000 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 1300 lb Min. Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 2 ft Comp.1 to Grain: Fc--L= 625 psi Fc- L'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 9050 ft-lb Load Number One 2.31 Ft from left support of span 2(Center Span) Left Live Load 660 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 440 plf Controlling Shear: 4530 lb Right Live Load 660 plf At a distance d from left support of span 2(Center Span) Right Dead Load 440 plf Created by combining all dead loads and live loads on span(s)2 Load Start 2 ft Load End 5.5 ft Comparisons with required sections: Rea'd Provided Load Length 3.5 ft Section Modulus: 80.45 in3 121.23 in3 Area(Shear): 39.97 in2 63.25 in2 Moment of Inertia(deflection): 108 in4 697.07 in4 Moment: 9050 ft-lb 13638 ft-lb Shear: 4530 lb 7168 lb NOTES Project:Cedar_Winwood Homes_Lot 25 Annand Hill P i page Keith A Kudrna Location: Beam Nr. 03-Dining Rm Slider Header a, Suntel Design / Combination Roof And Floor Beam 16865 Boones Ferry Rd of [2009 International Building Code(2005 NDS)] -Lake Oswego,Oregon 97035 5.5 IN x 11.25 IN x 6.5 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.5 7/19/2017 10:05:29 AM Section Adequate By:52.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1922 Dead Load 0.03 in Total Load 0.07 IN L/1134 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3429 lb 3429 lb Dead Load 2381 lb 2381 lb Total Load 5810 lb 5810 lb Bearing Length 1.69 in 1.69 in w BEAM DATAenter Span Length 6.5 ft Unbraced Length-Top 1.33 ft Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL= 30 psf 30 psf #1 -Douglas-Fir-Larch(North) Roof Dead Load RDL= 20 psf 20 psf Base Values Adjusted Roof Tributary Width RTW= 20 ft 1.5 ft Bending Stress: Fb= 1300 psi Fb'= 1493 psi Cd=1.15 CI=1.00 CF=1.00 FLOOR LOADING Shear Stress: Fv= 170 psi Fv'= 196 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 40 psf 0 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 15 psf 0 psf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Floor Tributary Width FTW= 10.3 ft 0 ft Comp.1 to Grain: Fc- L= 625 psi Fc--L'= 625 psi Wall Load WALL= 100 plf Controlling Moment: 9441 ft-lb 3.25 ft from left support BEAM LOADING Roof Uniform Live Load: wL-roof= 645 plf Created by combining all dead and live loads. Roof Uniform Dead Load: wD-roof= 466 plf Controlling Shear: 4183 lb Floor Uniform Live Load: wL-floor= 410 plf At a distance d from support. Floor Uniform Dead Load: wD-floor= 154 plf Created by combining all dead and live loads. Beam Self Weight: BSW= 13 plf Combined Uniform Live Load: wL= 1055 plf Comparisons with required sections: Rea'd Provided Combined Uniform Dead Load: wD= 733 plf Section Modulus: 75.89 in3 116.02 in3 Combined Uniform Total Load: wT= 1788 plf Area(Shear): 32.1 in2 61.88 in2 Moment of Inertia(deflection): 138.06 in4 652.59 in4 Moment: 9441 ft-lb 14434 ft-lb Shear: 4183 lb 8064 lb NOTES Project: Cedar_Winwood Homes Lot 25 Armand Hill f* page * Keith A Kudrna Location: Beam Nr.04-Upper Level Floor Beam at Stairs , r Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2009 International Building Code(2005 NDS)] -Lake Oswego, Oregon 97035 (2) 1.5 IN x 11.25 IN x 5.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 7/19/2017 10:05:30 AM Section Adequate By:70.7% 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 0.02 IN L/3847 Dead Load 0.01 in Total Load 0.03 IN L/2464 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1208 lb 1508 lb Dead Load 697 lb 809 lb Total Load 1905 lb 2317 lb TRI Bearing Length 1.02 in 1.24 in BEAM DATA Center :.: Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 410 plf #2-Douglas-Fir-Larch Uniform Dead Load 235 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 652 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 240 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 90 plf Min. Mold.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 240 plf Comp. to Grain: Fc- = 625 psi Fc- = 625 psi Right Dead Load 90 plf Controlling Moment: 2780 ft-lb Load Start 3.58 ft 2.91 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 1.92 ft Controlling Shear: -1398 lb At a distance d from 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: 37.07 in3 63.28 in3 Area(Shear): 11.65 in2 33.75 in2 Moment of Inertia(deflection): 34.67 in4 355.96 in4 Moment: 2780 ft-lb 4746 ft-lb Shear: -1398 lb 4050 lb NOTES Project:Cedar_Winwood Homes Lot 25 Annand Hill ,;' page r:r " Keith A Kudrna Location: Beam Nr.05-Upper Level Floor Beam at Stairs over Hallway Suntel Design / Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of [2009 International Building Code(2005 NDS)] I • '-Lake Oswego, Oregon 97035 (2)1.5 INx11.25INx5.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 7/19/2017 10:05:30 AM Section Adequate By:27.6% 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 0.03 IN L/2572 Dead Load 0.01 in Total Load 0.04 IN L/1857 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1953 lb 1953 lb Dead Load 752 lb 752 lb Total Load 2705 lb 2705 lb Bearing Length 1.44 in 1.44 in BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft 5.5 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'= 900 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 7.5 ft 10.3 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 Min.Mod. of Elasticity: E_ _ m = 580 ksi Em 1= 580 ksi Beam Total Live Load: wL= 710 plf Comp. to Grain: Fc- = 625 psi Fc = 625 psi Beam Total Dead Load: wD= 266 plf Controlling Moment: 3719 ft-lb Beam Self Weight: BSW= 7 plf 2.75 ft from left support Total Maximum Load: wT= 984 plf Created by combining all dead and live loads. Controlling Shear: -1785 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 49.59 in3 63.28 in3 Area(Shear): 14.88 in2 33.75 in2 Moment of Inertia(deflection): 49.83 in4 355.96 in4 Moment: 3719 ft-lb 4746 ft-lb Shear: -1785 lb 4050 lb NOTES Project:Cedar_Winwood Homes Lot 25 Armand Hill , page Keith A Kudrna Location: Beam Nr. 06-Upper Level Floor Beam at Entry Suntel Design / Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of [2009 International Building Code(2005 NDS)] 14l Lake Oswego, Oregon 97035 (2) 1.5 INx11.25INx7.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 7/19/2017 10:05:30 AM Section Adequate By: 15.8% 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/1845 Dead Load 0.02 in Total Load 0.06 IN L/1327 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1680 lb 1680 lb Dead Load 656 lb 656 lb Total Load 2336 lb 2336 lb Bearing Length 1.25 in 1.25 in BEAM DATA Center Span Length 7 ft Unbraced Length-Top 1.33 ft eft 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'= 897 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CI=1.00 CF=1.00 Floor Tributary Width FTW= 4.5 ft 7.5 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 BEAM LOADING Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Beam Total Live Load: wL= 480 plf Comp.--to Grain: Fc- = 625 psi Fc--- = 625 psi Beam Total Dead Load: wD= 180 plf Controlling Moment: 4087 ft-lb Beam Self Weight: BSW= 7 plf 3.5 ft from left support Total Maximum Load: wT= 667 plf Created by combining all dead and live loads. Controlling Shear: -1728 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 54.65 in3 63.28 in3 Area(Shear): 14.4 in2 33.75 in2 Moment of Inertia(deflection): 69.45 in4 355.96 in4 Moment: 4087 ft-lb 4733 ft-lb Shear: -1728 lb 4050 lb NOTES Project:Cedar_Winwood Homes Lot 25 Annand Hill page � Keith A Kudrna Location: Beam Nr.07-Upper Level Floor Beam over Garage Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2009 International Building Code(2005 NDS)] Lake Oswego,Oregon 97035 5.125 IN x 15.0 IN x 18.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.5 7/19/2017 10:05:31 AM Section Adequate By:64.5% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN L/592 Dead Load 0.13 in Total Load 0.49 IN L/439 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3742 lb 3508 lb Dead Load 1012 lb 1431 lb Total Load 4754 lb 4939 lbbATR2 Bearing Length 1.43 in 1.48 in BEAM DATA Center Span Length 18 ft Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 18 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.13 Uniform Live Load 320 plf Notch Depth 0.00 Uniform Dead Load 120 plf MATERIAL PROPERTIES Beam Self Weight 17 plf 24F-V4-Visually Graded Western Species Total Uniform Load 457 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by. Load Number ne Two Fb_cmpr= 1850 psi Fb'= 2383 psi Left Live Load 113 plf 60 plf Cd=1.00 CI=1.00 Cv=0.99 Left Dead Load -55 plf 40 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 113 plf 60 plf Cd=1.00 Right Dead Load -55 plf 40 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft 7.75 ft Min. Mod. of Elasticity: E min= 930 ksi Emin'= 930 ksi _ Load End 7.75 ft 18 ft Comp.1 to Grain: Fc-1= 650 psi Fc--L'= 650 psi Load Length 7.75 ft 10.25 ft Controlling Moment: 21917 ft-lb 9.18 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4339 lb At a distance d from 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: 110.34 in3 192.19 in3 Area(Shear): 24.56 in2 76.88 in2 Moment of Inertia(deflection): 876.05 in4 1441.41 in4 Moment: 21917 ft-lb 38173 ft-lb Shear: -4339 lb 13581 lb NOTES Project: Cedar_Winwood Homes_Lot 25 Armand Hill page Keith A Kudrna Location: Beam Nr.08-Garage Door Header Suntel Design Multi-Loaded Multi-Span Beam j 16865 Boones Ferry Rd of [2009 International Building Code(2005 NDS)] ---Lake Oswego, Oregon 97035 5.5 INx24.0INx16.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.5 7/19/2017 10:05:31 AM Section Adequate By: 11.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN L/964 Dead Load 0.15 in Total Load 0.35 IN L/561 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 9626 lb 9642 lb Dead Load 7392 lb 6637 lb 3 4 s Total Load 17018 lb 16279 lb TRa Bearing Length 4.76 in 4.55 in TRI BEAM DATA Center Span Length 16.5 ft Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.15 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 29 plf 24F-V4-Visually Graded Western Species Total Uniform Load 29 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three Four Five Fb_cmpr= 1850 psi Fb'= 2278 psi Live Load 5800 lb 1500 lb 1050 lb 2100 lb 1050 lb Cd=1.00 CI=1.00 Cv=0.95 Dead Load 3900 lb 1300 lb 700 lb 1400 lb 700 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6.5 ft 6.5 ft 8.75 ft 12.08 ft 15.42 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Min.Mod. of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Two Three Four Comp. L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Left Live Load 480 plf 235 plf 690 plf 690 plf Left Dead Load 450 plf 110 plf 460 plf 460 plf Controlling Moment: 90183 ft-lb Right Live Load 480 plf 235 plf 690 plf 690 plf 6.6 Ft from left support of span 2(Center Span) Right Dead Load 450 plf 110 plf 460 plf 460 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 6.5 ft 6.5 ft 15.42 ft Controlling Shear: 15120 lb Load End 6.5 ft 16.5 ft 8.75 ft 16.5 ft At a distance d from left support of span 2(Center Span) Load Length 6.5 ft 10 ft 2.25 ft 1.08 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 475.11 in3 528 in3 Area(Shear): 85.59 in2 132 in2 Moment of Inertia(deflection): 2710.14 in4 6336 in4 Moment: 90183 ft-lb 100223 ft-lb Shear: 15120 lb 23320 lb NOTES Project:Cedar_Winwood Homes Lot 25 Armand Hill 4,-__,A Page Keith A Kudrna Location: Beam Nr.09-Upper Level Floor Beam over Porch at Entry � ' Suntel Design Combination Roof And Floor Beam 16865 Boones Ferry Rd of [2009 International Building Code(2005 NDS)] . . ( 1.5 IN x 11.25 IN x 6.0 FT .. ' "'"Lake Oswego,Oregon 97035 #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 7/19/2017 10:05:31 AM Section Adequate By:254.3% 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 0.01 IN U8790 Dead Load 0.01 in Total Load 0.02 IN L/4109 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 480 lb 480 lb Dead Load 547 lb 547 lb Total Load 1027 lb 1027 lb Bearing Length 0.55 in 0.55 in BEAM DATA Center w Span Length 6 ft Unbraced Length-Top 0 ft Roof Pitch 0 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL= 30 psf 30 psf #2-Douglas-Fir-Larch Roof Dead Load RDL= 15 psf 15 psf Base Values Adjusted Roof Tributary Width RTW= 3 ft 1 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Cd=1.15 CF=1.00 FLOOR LOADING Shear Stress: Fv= 180 psi Fv'= 207 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 0 psf 40 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 0 psf 15 psf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Floor Tributary Width FTW= 0 ft 1 ft Comp. L to Grain: Fc-1-= 625 psi Fc-1'= 625 psi Wall Load WALL= 100 plf Controlling Moment: 1540 ft-lb BEAM LOADING 3.0 ft from left support Roof Uniform Live Load: wL-roof= 120 plf Created by combining all dead and live loads. Roof Uniform Dead Load: wD-roof= 60 plf Controlling Shear: 719 lb Floor Uniform Live Load: wL-floor= 40 plf At a distance d from support. Floor Uniform Dead Load: wD-floor= 15 plf Created by combining all dead and live loads. Beam Self Weight: BSW= 7 plf Combined Uniform Live Load: wL= 160 plf Comparisons with required sections: Req'd Provided Combined Uniform Dead Load: wD= 182 plf Section Modulus: 17.86 in3 63.28 in3 Combined Uniform Total Load: wT= 342 plf Area(Shear): 5.21 in2 33.75 in2 Moment of Inertia(deflection): 20.79 in4 355.96 in4 Moment: 1540 ft-lb 5458 ft-lb Shear: 719 lb 4658 lb NOTES Project:Cedar_Winwood Homes Lot 25 Annand Hill "II/P, page . ----- ' Keith A Kudrna Location: Beam Nr. 10-Roof Beam in Front of Garagelith. Suntel Design / Roof Beam 16865 Boones Ferry Rd of [2009 International Building Code(2005 NDS)] -' Lake Oswego,Oregon 97035 3.5 INx13.25INx18.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 7/19/2017 10:05:31 AM Section Adequate By: 14.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.26 IN L/827 Dead Load 0.15 in Total Load 0.41 IN L/522 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1080 lb 1080 lb Dead Load 630 lb 630 lb Total Load 1710 lb 1710 lb Bearing Length 0.78 in 0.78 in BEAM DATA 4 Span Length 18 ft Unbraced Length-Top 0 ft 18ft Unbraced Length-Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 30 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 900 psi Fb'= 1035 psi Tributary Width: TW= 1.5 ft Cd=1.15 CF=1.00 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 30 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 2.5 ft Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1-to Grain: Fc- L= 625 psi Fc-1'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 7697 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 9.0 ft from left support Adjusted Beam Length: Ladj= 18 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 10 plf Controlling Shear: 1505 lb Beam Uniform Live Load: wL= 120 plf Beam Uniform Dead Load: wD_adj= 70 plf At a distance d from support. Total Uniform Load: wT= 190 plf Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 89.24 in3 102.41 in3 Area(Shear): 10.91 in2 46.38 in2 Moment of Inertia(deflection): 233.76 in4 678.48 in4 Moment: 7697 ft-lb 8833 ft-lb Shear: 1505 lb 6400 lb NOTES Project:Cedar_Winwood Homes Lot 25 Annand Hill page Keith A Kudrna Location: Beam Nr. 11 -Front Porch Beam near Garage Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2009 International Building Code(2005 NDS)] .- -- Lake Oswego, Oregon 97035 3.5 IN x 9.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 7/19/2017 10:05:32 AM Section Adequate By:38.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2589 Dead Load 0.02 in Total Load 0.05 IN L/1539 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 550 lb 1290 lb Dead Load 383 lb 959 lb Total Load 933 lb 2249 lb TR1 Bearing Length 0.43 in 1.03 in w BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft11111111 Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 30 plf #2-Douglas-Fir-Larch Uniform Dead Load 20 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 57 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 1100 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 630 lb Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 4 ft Comp.-L to Grain: Fc- L= 625 psi Fc-1'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 3254 ft-lb Load Number One Two 4.02 Ft from left support of span 2(Center Span) Left Live Load 240 plf 40 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 260 plf 15 plf Controlling Shear: -1809 lb Right Live Load 240 plf 40 plf At a distance d from right support of span 2(Center Span) Right Dead Load 260 plf 15 plf Created by combining all dead loads and live loads on span(s)2 Load Start 4 ft 4 ft Load End 6ft 6 ft Comparisons with required sections: Req'd Provided Load Length 2 ft 2 ft Section Modulus: 36.16 in3 49.91 in3 Area(Shear): 15.07 in2 32.38 in2 Moment of Inertia(deflection): 35.99 in4 230.84 in4 Moment: 3254 ft-lb 4492 ft-lb Shear: -1809 lb 3885 lb NOTES a A Project:Cedar_Winwood Homes Lot 25 Annand Hillk,..,.-'''"" ___,.-7—.- page Keith A A Kudrna Location: Beam Nr. 12-Front Porch Beam at Front ` Suntel Design Roof Beam 16865 Boones Ferry Rd of [2009 International Building Code(2005 NDS)] gki ~w Lake Oswego, Oregon 97035 3.5 IN x 9.25 IN x 11.66 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 7/19/2017 10:05:32 AM Section Adequate By:84.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/1184 Dead Load 0.07 in Total Load 0.19 IN L/755 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 612 lb 612 lb Dead Load 347 lb 347 lb Total Load 959 lb 959 lb Bearing Length 0.44 in 0.44 in BEAM DATA ..^g. := , r A �r Span Length 11.7 ft �. :.... ,� ....�.., . . Unbraced Length-Top 0 ft 11.66 ft Unbraced Length-Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 30 psf Base Values Adiusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 900 psi Fb'= 1242 psi Tributary Width: TW= 1.5 ft Cd=1.15 CF=1.20 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 30 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 2 ft Min.Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 2796 ft Ib SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 5.83 ft from left support Adjusted Beam Length: Ladj= 11.66 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 7 plf Controlling Shear: 844 Ib Beam Uniform Live Load: wL= 105 plf Beam Uniform Dead Load: wD_adj= 60 plf At a distance d from support. ; Total Uniform Load: wT= 165 plf Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 27.01 in3 49.91 in3 Area(Shear): 6.12 in2 32.38 int Moment of Inertia(deflection): 55 in4 230.84 in4 Moment: 2796 ft-lb 5166 ft-lb Shear: -844 lb 4468 lb NOTES Project:TYPICAL FOOTINGS RE( ) -" page Location: FootingA' sunt e / ' � '„ �y, suntel design Footing JUL 2017 Mak' ° 16865 Boones Ferry Rd Suite 201 of [2003 International Residential Code(2005 NDS) Lake Oswego,OR 97035 Footing Size:2.83 FT x 2.83 FT x 12.00 IN Cl g D Reinforcement:#4 Bars @ 6.00 IN. O.C. E/W/(tor lEci aC� J[®[!J StruCalc Version 8.0.113.0 10/20/2016 12:07:11 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.83 ft Length: L= 2.83 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 4 in Baseplate Length: bsl= 4 in FOOTING CALCULATIONS [-4in--� Bearing Calculations: Ultimate Bearing Pressure: Qu= 1249 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.41 sf Area Provided: A= 8.01 sf 12 in Baseplate Bearing: Bearing Required: Bear= 14000 lb ( o Allowable Bearing: Bear-A= 44200 lb 3 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 2774 lb 2.83 ft Allowable Beam Shear: Vc1 = 21013 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 49 in FOOTING LOADING Punching Shear: Vu2= 12178 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Dead Load: PD= 10000 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb Total Load: PT= 10000 lb Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Ultimate Factored Load: Pu= 14000 lb Controlling Allowable Punching Shear: vc2= 60638 lb Weight to resist uplift w/1.5 F.S.: U.R.= 774 lb Bending Calculations: Factored Moment: Mu= 46255 in-lb Nominal Moment Strength: Mn= 281825 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.54 in Steel Required Based on Moment: As(1)= 0.16 in2 Min. Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.82 in2 Controlling Reinforcing Steel: As-reqd= 0.82 in2 Selected Reinforcement: #4's @ 6.0 in. o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 11.98 in Note: Plain concrete adequate for bending, therefore adequate development length not required. Project:TYPICAL FOOTINGS page Judith Sowers / Location: Footing'D' � i Suntel Design Footing 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] Lake Oswego,OR 97035 Footing Size: 3.75 FT x 3.75 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(6)min. StruCalc Version 9.0.2.5 6/26/2017 2:51:30 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.75 ft Length: L= 3.75 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in ' COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 4 in Baseplate Length: bsl= 4 in FOOTING CALCULATIONS Bearing Calculations: H4in H Ultimate Bearing Pressure: Qu= 1244 psf — I Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 12.96 sf Area Provided: A= 14.06 sf 12 in Baseplate Bearing: e n n Bearing Required: Bear= 24500 lb n Allowable Bearing: Bear-A= 44200 lb 3 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 6669 lb 3.75 ft Allowable Beam Shear: Vc1 = 27844 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 49 in Live Load: PL= 0 lb Punching Shear: Vu2= 22684 lb Dead Load: PD= 17500 lb Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Total Load: PT= 17500 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb Ultimate Factored Load: Pu= 24500 lb Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Weight to resist uplift w/1.5 F.S.: U.R.= 1359 lb Controlling Allowable Punching Shear: vc2= 60638 lb Bending Calculations: Factored Moment: Mu= 114401 in-lb Nominal Moment Strength: Mn= 339278 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 in Steel Required Based on Moment: As(1)= 0.39 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 1.08 in2 Controlling Reinforcing Steel: As-reqd= 1.08 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 17.5 in i NOTES