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Specifications (78) MS- " -U - GO114. u(4a1 k,x St— page EZroject:Avery C_Biggi Construction Lot 6 Oak Woods . .. ,.,.,.--- , Keith A Kudrna Location: Beam Nr.01 -Front Porch Beam on Outside of Porch l * ° Suntel Design E Roof Beam , 16865 Boones Ferry Rd of _`r [2012 International Building Code(2012 NDS)] " _. °_Lake Oswego, Oregon 97035 3.5 IN x 9.25 IN x 7.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/28/2017 8:51:10 AM Section Adequate By: 149.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM - v . Live Load 0.03 IN L/2803 Dead Load 0.02 in Total Load 0.05 IN L/1799 MAY v 4 2017 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 CITY OF TIGARD REACTIONS A B BUILDING DIVISION Live Load 717 lb 717 lb Dead Load 400 lb 400 lb Total Load 1117 lb 1117 lb Bearing Length 0.51 in 0.51 in w BEAM DATA Span Length 7 ftw.� Unbraced Length-Top 0 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(North) Roof Live Load: LL= 30 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 850 psi Fb'= 1173 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= 5.3 ft Min. Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc-1= 625 psi Fc--L'= 625 psi Wall Load: WALL= 5 plf Controlling Moment: 1955 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 3.5 ft from left support Adjusted Beam Length: Ladj= 7 ft Created by combining all dead and live loads. Controlling Shear: 1117 Ib Beam Self Weight: BSW= 7 plf At support. Beam Uniform Live Load: wL= 205 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 114 plf Total Uniform Load: wT= 319 plf Comparisons with required sections: Req'd Provided Section Modulus: 20 in3 49.91 in3 Area(Shear): 8.1 in2 32.38 in2 Moment of Inertia(deflection): 23.09 in4 230.84 in4 Moment: 1955 ft-lb 4879 ft-lb Shear: -1117 lb 4468 lb NOTES Project:Avery C_Biggi Construction_Lot 6 Oak Woods page & .Keith A Kudrna Location: Beam Nr.02-Garage Door Header ;r 1 . Suntel Design Combination Roof And Floor Beam L ... 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] -- ',Lake Oswego, Oregon 97035 5.5 IN x 11.25 IN x 16.5 FT �_ #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/28/2017 8:51:10 AM Section Adequate By:37.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.32 IN L/620 Dead Load 0.17 in Total Load 0.49 IN L/402 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1650 lb 1650 lb Dead Load 892 lb 892 lb Total Load 2542 lb 2542 lb Bearing Length 0.74 in 0.74 in BEAM DATA Center Span Length 16.5 ft 4 Unbraced Length-Top 0 ft 16.5 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= 15 psf 15 psf Base Values Adjusted Roof Tributary Width RTW= 3 ft 1 ft Bending Stress: Fb= 1300 psi Fb'= 1495 psi Cd=1.15 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 40 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 15 psf 15 psf Min.Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Floor Tributary Width FTW= 0 ft 2 ft Comp.1 to Grain: Fc-1= 625 psi Fc-1-'= 625 psi Wall Load WALL= 0 plf Controlling Moment: 10487 ft-lb BEAM LOADING 8.25 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= 65 plf Controlling Shear: 2542 lb Floor Uniform Live Load: wL-floor= 80 plf At support. Floor Uniform Dead Load: wD-floor= 30 plf Created by combining all dead and live loads. Beam Self Weight: BSW= 13 plf Combined Uniform Live Load: wL= 200 plf Comparisons with required sections: Req'd Provided Combined Uniform Dead Load: wD= 108 plf Section Modulus: 84.17 in3 116.02 in3 Combined Uniform Total Load: wT= 308 plf Area(Shear): 19.51 in2 61.88 in2 Controlling Total Design Load: wT-cont= 308 plf Moment of Inertia(deflection): 389.25 in4 652.59 in4 Moment: 10487 ft-lb 14454 ft-lb Shear: 2542 lb 8064 lb NOTES Project:Avery C_Biggi Construction Lot 6 Oak Woods + f , page =-- Keith A Kudrna Location: Beam Nr.03-Front Porch Beam at Entry Suntel Design / Roof Beam 3 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] Lake Oswego, Oregon 97035 3.5 IN x 7.25 IN x 5.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/28/2017 8:51:10 AM Section Adequate By: 135.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2376 Dead Load 0.01 in Total Load 0.04 IN L/1560 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 660 lb 660 lb Dead Load 345 lb 345 lb Total Load 1005 lb 1005 lb Bearing Length 0.46 in 0.46 in BEAM DATA Span Length 5.5 ft „.o :.,. . ... .v. ._... e__ . , ..r: .�_.A :-:�n Unbraced Length-Top 0 ft 5.5 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(North) Roof Live Load: LL= 30 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 850 psi Fb'= 1271 psi Tributary Width: TW= 3 ft Cd=1.15 CF=1.30 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= 5 ft Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.L to Grain: Fc- L= 625 psi Fc--- = 625 psi Wall Load: WALL= 0 plf Controlling Moment: 1382 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 2.75 ft from left support Adjusted Beam Length: Ladj= 5.5 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 5 plf Controlling Shear: -1005 lb Beam Uniform Live Load: wL= 240 If At support. p Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 125 plf Total Uniform Load: wT= 365 plf Comparisons with required sections: Req'd Provided Section Modulus: 13.05 in3 30.66 in3 Area(Shear): 7.28 in2 25.38 in2 Moment of Inertia(deflection): 12.82 in4 111.15 in4 Moment: 1382 ft-lb 3247 ft-lb Shear: -1005 lb 3502 lb NOTES Page Project:Avery C_Biggi Construction_Lot 6 Oak Woods Keith A Kudrna Location: Beam Nr.04-Front Porch Beam at Garage Side R{ Suntel Design / Multi-Span Roof Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] "'°+ ';. :Lake Oswego, Oregon 97035 3.5 IN x 9.25 IN x 7.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/28/2017 8:51:10 AM Section Adequate By:27.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN I/1595 Dead Load 0.03 in Total Load 0.08 IN L/993 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A_ Live Load 1160 lb 1010 lb Dead Load 715 lb 640 lb Total Load 1875 lb 1650 lb Bearing Length 0.86 in 0.75 in BEAM DATA Center Span Length 7 ft Unbraced Length-Top 2 ft eft • Unbraced Length-Bottom 7 ft Roof Pitch 10 :12 Roof Duration Factor 1.15 Notch Depth 0.00 ROOF LOADING Center Roof Live Load RLL= 30 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf #2-Douglas-Fir-Larch(North) Roof Tributary Width Side One TW1 = 5.5 ft Base Values Adjusted Roof Tributary Width Side Two TW2= 1.5 ft Bending Stress: Fb= 850 psi Fb'= 1169 psi Wall Load WALL= 0 plf Cd=1.15 CI=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 207 psi Load Number One Cd=1.15 Live Load 700 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 350 lb Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 2.75 ft Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi BEAM LOADING Center Controlling Moment: 3811 ft-lb Total Live Load 210 plf 2.8 Ft from left support of span 2(Center Span) Total Dead Load(Adjusted for Roof Pitch) 137 plf Created by combining all dead loads and live loads on span(s)2 Beam Self Weight 7 plf Controlling Shear: 1875 lb Total Load 354 plf 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: 39.12 in3 49.91 in3 Area(Shear): 13.59 in2 32.38 in2 Moment of Inertia(deflection): 41.86 in4 230.84 in4 Moment: 3811 ft-lb 4863 ft-lb Shear: 1875 lb 4468 lb NOTES page Project:Avery C_Biggi Construction_Lot 6 Oak Woods Keith A Kudrna Location: Beam Nr.05-Upper Level floor Beam at front of Garage Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] Lake Oswego,Oregon 97035 5.125 INx16.5INx19.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 2/28/2017 8:51:11 AM Section Adequate By:44.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.42 IN L/558 Dead Load 0.21 in Total Load 0.63 IN L/372 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 4729 lb 4100 lb Dead Load 2725 lb 1876 lb Total Load 7454 lb 5976 lb ry Bearing Length 2.24 in 1.79 in w BEAM DATA citer Span Length 19.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 19.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.21 Uniform Live Load 400 plf Notch Depth 0.00 Uniform Dead Load 150 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 24F-V4-Visually Graded Western Species Total Uniform Load 568 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2342 psi Live Load 350 lb Cd=1.00 Cv=0.98 Dead Load 300 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5.66 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc-1= 650 psi Fc--- = 650 psi Load Number One Left Live Load 120 plf Controlling Moment: 31422 ft-lb Left Dead Load 180 plf 8.97 Ft from left support of span 2(Center Span) Right Live Load 120 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 180 plf Controlling Shear: 7454 lb Load Start 0 ft At left support of span 2(Center Span) Load End 5.66 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5.66 ft Comparisons with required sections: Rea'd Provided Section Modulus: 161 in3 232.55 in3 Area(Shear): 42.19 in2 84.56 in2 Moment of Inertia(deflection): 1237.53 in4 1918.51 in4 Moment: 31422 ft-lb 45387 ft-lb Shear: 7454 lb 14939 lb NOTES Project:Avery C_Biggi Construction Lot 6 Oak Woods ':, j page ti ,-- :-— r-- Keith A Kudrna Location: Beam Nr.06-Upper Level Floor Beam at Entry , Suntel Design Combination Roof And Floor BeamL. 16865 Boones Ferry Rd of , [2012 International Building Code(2012 NDS)] Lake Oswego, Oregon 97035 3.5 IN x 11.25 IN x 5.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/28/2017 8:51:11 AM Section Adequate By:32.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2840 Dead Load 0.02 in Total Load 0.04 IN L/1615 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2063 lb 2063 lb Dead Load 1565 lb 1565 lb Total Load 3628 lb 3628 lb Bearing Length 1.66 in 1.66 in BEAM DATA Center w Span Length 5.5 ft r::.. Unbraced Length-Top 0 ft Roof Pitch 8 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 ROOF LOADING Side 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL= 30 psf 30 psf #2-Douglas-Fir-Larch(North) Roof Dead Load RDL= 15 psf 15 psf Base Values Adjusted Roof Tributary Width RTW= 7 ft 18 ft Bending Stress: Fb= 850 psi Fb'= 1075 psi Cd=1.15 CF=1.10 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= 10 psf 15 psf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Floor Tributary Width FTW= 1 ft 0 ft Comp.1 to Grain: Fc-1= 625 psi Fc- L'= 625 psi Wall Load WALL= 100 plf Controlling Moment: 4988 ft-lb BEAM LOADING 2.75 ft from left support Roof Uniform Live Load: wL-roof= 750 plf Created by combining all dead and live loads. Roof Uniform Dead Load: wD-roof= 451 plf Controlling Shear: -3627 lb Floor Uniform Live Load: wL-floor= 0 plf At support. Floor Uniform Dead Load: wD-floor= 10 plf Created by combining all dead and live loads. Beam Self Weight: BSW= 8 plf Combined Uniform Live Load: wL= 750 plf Comparisons with required sections: Req'd Provided Combined Uniform Dead Load: wD= 569 plf Section Modulus: 55.66 in3 73.83 in3 Combined Uniform Total Load: wT= 1319 plf Area(Shear): 26.29 in2 39.38 in2 Controlling Total Design Load: wT-cont= 1319 plf Moment of Inertia(deflection): 61.71 in4 415.28 in4 Moment: 4988 ft-lb 6615 ft-lb Shear: -3627 lb 5434 lb NOTES Project:Avery C_Biggi Construction Lot 6 Oak Woods , , Y page Keith A Kudrna / Location: Beam Nr.07-Upper Level Floor Beam at Rear of Garage ��>� Suntel Design Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] Lake Oswego,Oregon 97035 5.5 INx11.5INx10.25FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/28/2017 8:51:11 AM Section Adequate By:54.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1201 Dead Load 0.04 in Total Load 0.14 IN L/855 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2358 lb 2358 lb Dead Load 953 lb 953 lb Total Load 3311 lb 3311 lb Bearing Length 0.96 in 0.96 in BEAM DATAenter , Span Length 10.25 ft Unbraced Length-Top 1.33 ft 10.25 ft —*— Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #1 -Douglas-Fir-Larch(North) Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 1300 psi Fb'= 1298 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 C1=1.00 CF=1.00 Floor Tributary Width FTW= 8 ft 3.5 ft Shear Stress: Fv= 170 psi Fv'= 170 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 E_m '= 580 ksi Beam Total Live Load: wL= 460 plf Comp. to Grain: Fc- = 625 psi Fc- = 625 psi Beam Total Dead Load: wD= 173 plf Controlling Moment: 8483 ft-lb Beam Self Weight: BSW= 13 plf 5.125 ft from left support Total Maximum Load: wT= 646 plf Created by combining all dead and live loads. Controlling Shear: 3310 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 78.4 in3 121.23 in3 Area(Shear): 29.21 in2 63.25 in2 Moment of Inertia(deflection): 208.95 in4 697.07 in4 Moment: 8483 ft-lb 13118 ft-lb Shear: 3310 lb 7168 lb NOTE$ Project:Avery C_Biggi Construction_Lot 6 Oak Woodsjf :- page Keith A Kudrna / Location: Beam Nr.08-Sliding Glass Door Header at Nook 7 t* 16865 Design Multi-Loaded Multi-Span Beam .,,,.. 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] "` --- Lake Oswego, Oregon 97035 5.125 IN x 10.5 IN x 8.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 2/28/2017 8:51:12 AM Section Adequate By:24.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/804 Dead Load 0.09 in Total Load 0.21 IN L/480 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 3175 lb 3965 lb Dead Load 2145 lb 2672 lb Total Load 5320 lb 6637 lb 033. = 1 ," , Bearing Length 1.60 in 1.99 in BEAM DATA Center W Span Length 8.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.09 Uniform Live Load 360 plf Notch Depth 0.00 Uniform Dead Load 235 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 607 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1440 lb Cd=1.00 Dead Load 960 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3.5 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 Comp. L to Grain: Fc--L= 650 psi Fc-1'= 650 psi Left Live Load 600 plf 510 plf Left Dead Load 400 plf 340 plf Controlling Moment: 15100 ft-lb Right Live Load 600 plf 510 plf 3.99 Ft from left support of span 2(Center Span) Right Dead Load 400 plf 340 plf Created by combining all dead loads and live loads on span(s)2 Load Start 3.5 ft 4.5 ft Controlling Shear: -6637 lb Load End 4.5 ft 8.5 ft 8.0 Ft from left support of span 2(Center Span) Load Length 1 ft 4 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 75.5 in3 94.17 in3 Area(Shear): 37.57 in2 53.81 in2 Moment of Inertia(deflection): 247.1 in4 494.4 in4 Moment: 15100 ft-lb 18834 ft-lb Shear: -6637 lb 9507 lb NOTES page Project:Avery C_Biggi Construction_Lot 6 Oak Woods < #" N Keith A Kudrna Location: Beam Nr.09-Rear Patio Roof Beam Design r i Roof Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] Lake Oswego, Oregon 97035 3.5 INx9.25INx10.0FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/28/2017 8:51:12 AM Section Adequate By:30.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/1010 Dead Load 0.06 in Total Load 0.18 IN L/658 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 975 lb 975 lb Dead Load 522 lb 522 lb Total Load 1497 lb 1497 lb Bearing Length 0.68 in 0.68 in BEAM DATA mgf Span Length 10 ft m--_ Unbraced Length-Top 0 ft loft Unbraced Length-Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch(North) Roof Live Load: LL= 30 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 850 psi Fb'= 1173 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= 5 ft Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc- = 625 psi Fc--L'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 3742 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 5.0 ft from left support Adjusted Beam Length: Ladj= 10 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 7 plf Controlling Shear: 1497 lb Beam Uniform Live Load: wL= 195 plf At support. Beam Uniform Dead Load: wD_adj= 104 plf Created by combining all dead and live loads. Total Uniform Load: wT= 299 plf Comparisons with required sections: Reed Provided Section Modulus: 38.28 in3 49.91 in3 Area(Shear): 10.85 in2 32.38 in2 Moment of Inertia(deflection): 63.14 in4 230.84 in4 Moment: 3742 ft-lb 4879 ft-lb Shear: 1497 lb 4468 lb NOTES Project:Avery C_Biggi Construction_Lot 6 Oak Woods ilk kVA, Keith A Kudrna page Location: Beam Nr. 10-Great Rm Header Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] ""' 'Lake Oswego, Oregon 97035 5.5 IN x 9.5 IN x 5.5 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/28/2017 8:51:12 AM Section Adequate By:32.1% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2115 Dead Load 0.02 in Total Load 0.05 IN L/1268 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1871 lb 2684 lb Dead Load 1256 lb 1797 lb ' .. Total Load 3127 lb 4481 lb TR2 Bearing Length 0.91 in 1.30 in BEAM DATA Center w 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 360 plf #1 -Douglas-Fir-Larch(North) Uniform Dead Load 235 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 1300 psi Fb'= 1300 psi Total Uniform Load 606 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 1300 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 850 Ib Min.Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 3 ft Comp.1 to Grain: Fc-1= 625 psi Fc-L'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 6632 ft-lb Load Number Two 3.03 Ft from left support of span 2(Center Span) Left Live Load 510 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 340 plf Controlling Shear: -4482 lb Right Live Load 510 plf 6.0 Ft from left support of span 2(Center Span) Right Dead Load 340 plf Created by combining all dead loads and live loads on span(s)2 Load Start 3 ft Load End 5.5 ft Comparisons with required sections: Req'd Provided Load Length 2.5 ft Section Modulus: 61.22 in3 82.73 in3 Area(Shear): 39.54 in2 52.25 in2 Moment of Inertia(deflection): 74.36 in4 392.96 in4 Moment: 6632 ft-lb 8962 ft-lb Shear: -4482 lb 5922 lb NOTES Project:Avery C_Biggi Construction_Lot 6 Oak Woods 1W page <-- — ;;Keith A Kudrna / Location: Beam Ni. 11 -Rear Deck Beam g UniformlyLoaded Floor Beam 16865 Design 16865 Boones Ferry Rd or ;. [2012 International Building Code(2012 NDS)] - 'Lake Oswego, Oregon 97035 3.5 IN x 11.25 IN x 9.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/28/2017 8:51:12 AM Section Adequate By:42.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN U1378 Dead Load 0.02 in Total Load 0.10 IN L/1154 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1425 lb 1425 lb Dead Load 277 lb 277 lb Total Load 1702 lb 1702 lb Bearing Length 0.78 in 0.78 in BEAM DATA Center Span Length 9.5 ft Unbraced Length-Top 0 ft 9.5 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch(North) Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 60 psf 40 psf Bending Stress: Fb= 850 psi Fb'= 935 psi Floor Dead Load FDL= 10 psf 15 psf Cd=1.00 CF=1.10 Floor Tributary Width FTW= 5 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.1 to Grain: Fc- = 625 psi Fc-1'= 625 psi Beam Total Live Load: wL= 300 plf Controlling Moment: 4043 ft Ib Beam Total Dead Load: wD= 50 plf 4.75 ft from left support Beam Self Weight: BSW= 8 plf Total Maximum Load: wT= 358 plf Created by combining all dead and live loads. Controlling Shear: -1702 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 51.89 in3 73.83 in3 Area(Shear): 14.19 in2 39.38 in2 Moment of Inertia(deflection): 108.49 in4 415.28 in4 Moment: 4043 ft-lb 5752 ft-lb Shear: -1702 lb 4725 lb NOTES page Firoject:Avery C_Biggi Construction_Lot 6 Oak Woods .�. f " _,Keith A Kudrna Location: Beam Nr. 12-Lower Level Family Room Window Header Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] "" Lake Oswego,Oregon 97035 3.5 IN x 12.0 IN x 6.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 2/28/2017 8:51:13 AM Section Adequate By: 16.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1756 Dead Load 0.02 in Total Load 0.07 IN L/1143 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2160 lb 4035 lb Dead Load 1138 lb 2314 lb Total Load 3298 lb 6349 lb Bearing Length 1.45 in 2.79 in BEAM DATA Center v_,u <. tEt2 Span Length 6.5 ft Fre Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.02 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 9 plf 24F-V4-Visually Graded Western Species Total Uniform Load 9 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 2075 lb Cd=1.00 Dead Load 975 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4.33 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc-1= 650 psi Fc- = 650 psi Load Number One Two Left Live Load 360 plf 1180 plf Controlling Moment: 9139 ft-lb Left Dead Load 175 plf 765 plf 4.29 Ft from left support of span 2(Center Span) Right Live Load 360 plf 1180 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 175 plf 765 plf Controlling Shear: -6349 lb Load Start 0 ft 4.33 ft 6.0 Ft from left support of span 2(Center Span) Load End 4.33 ft 6.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4.33 ft 2.17 ft Comparisons with required sections: Req'd Provided Section Modulus: 45.69 in3 84 in3 Area(Shear): 35.94 in2 42 in2 Moment of Inertia(deflection): 105.79 in4 504 in4 Moment: 9139 ft-lb 16800 ft-lb Shear: -6349 lb 7420 lb NOTES t r A page 1Rroject:Avery C_Biggi Construction Lot 6 Oak Woods Ilk NNW", pr Keith AKudrna Location: Beam Nr. 13-Main Level Floor Beam at Bottom of Stairs ��' >,� � Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] "�` --• Lake Oswego, Oregon 97035 5.5 IN x 19.5 IN x 15.75 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 2/28/2017 8:51:13 AM Section Adequate By:73.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/1017 Dead Load 0.10 in Total Load 0.28 IN L/668 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 5668 lb 6247 lb Dead Load 2773 lb 3414 lb Total Load 8441 lb 9661 lbT ff , Bearing Length 2.36 in 2.70 in w BEAM DATA Center Span Length 15.75 ft Unbraced Length-Top 0 ft 1/111111 Unbraced Length-Bottom 15.75 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS enter Camber Required 0.1 Uniform Live Load 360 plf Notch Depth 0.00 Uniform Dead Load 135 plf MATERIAL PROPERTIES Beam Self Weight 23 plf 24F-V4-Visually Graded Western Species Total Uniform Load 518 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2336 psi Live Load 1625 lb Cd=1.00 Cv=0.97 Dead Load 650 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5.25 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-I-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Left Live Load 80 plf 400 plf Controlling Moment: 39105 ft-lb Left Dead Load 30 plf 275 plf 7.72 Ft from left support of span 2(Center Span) Right Live Load 80 plf 400 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 30 plf 275 plf Controlling Shear: -9661 lb Load Start 0 ft 5.25 ft 16.0 Ft from left support of span 2(Center Span) Load End 5.25 ft 15.75 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5.25 ft 10.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 200.84 in3 348.56 in3 Area(Shear): 54.68 in2 107.25 in2 Moment of Inertia(deflection): 1221.31 in4 3398.48 in4 Moment: 39105 ft-lb 67866 ft-lb Shear: -9661 lb 18948 lb NOTES