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Report Vb T20(77 000 3 101i3 5 L,Li 6 1 `-Kv_ ate€ Project:Avery C_3 Car_Biggi_Lot 3 Oak Woods_Beams Judith Souers page Location:Beam Nr.01 -Front Porch Beam on Outside of Porch a.,.. 4.:--:: rSuntel Design Roof Beam 4 f .16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] _ .�,_...:' w-.=,. ��Lake Oswego,OR 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 12/27/2016 4:24:02 PM Section Adequate By: 149.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM { . Live Load 0.03 IN L/2803 r __„ Dead Load 0.02 in Total Load 0.05 IN L/1799 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 FEB 1 2017 REACTIONS A B CITY OF Live Load 717 lb 717 lb `_' �- Dead Load 400 lb 400 lb BUILDING CAT:. ti t j Total Load 1117 lb 1117 lb Bearing Length 0.51 in 0.51 in BEAM DATA r . Span Length 7 ft t 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--L= 625 psi Fc-1'= 625 psi Wall Load: WALL= 5 plf Controlling Moment: 1955 ft Ib 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. Beam Self Weight: BSW= 7 plf Controlling Shear: -1117 lb Beam Uniform Live Load: wL= 205 plf At support. Beam Uniform Dead Load: wD_adj= 114 plf Created by combining all dead and live loads. Total Uniform Load: wT= 319 plf Comparisons with required sections: Rea'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_3 Car_Biggi_Lot 3 Oak Woods_Beamspage .Judith Souers Location:Beam Nr.02-Garage Door Header .:Q (� '^Suntel Design Multi-Loaded Multi-Span Beam :16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] ` ., Lake Oswego,OR 97035 5.5 INx12.0INx16.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:24:03 PM Section Adequate By:46.7% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.30 IN L/653 Dead Load 0.26 in Total Load 0.56 IN L/352 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 2144 lb 1921 lb Dead Load 1843 lb 1608 lb 1 MV*41Q3PatR437 Total Load 3987 lb 3529 lb a77,7; 0t�t 794-64:44e4,41$4410 Bearing Length 1.12 in 0.99 in . BEAM DATA Center Span Length 16.5 ft Unbraced Length-Top 1.33 ft 16.5 ft Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.26 Uniform Live Load 90 plf Notch Depth 0.00 Uniform Dead Load 60 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 164 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2397 psi Live Load 215 lb Cd=1.00 C1=1.00 Dead Load 190 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 12.5 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--i'= 650 psi Load Number One Two Left Live Load 170 plf 60 plf Controlling Moment: 16412 ft-lb Left Dead Load 150 plf 40 plf 8.25 Ft from left support of span 2(Center Span) Right Live Load 170 plf 60 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 150 plf 40 plf Controlling Shear: 3987 lb Load Start 0 ft 12.5 ft At left support of span 2(Center Span) Load End 12.5 ft 16.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 12.5 ft 4 ft Comparisons with required sections: Req'd Provided Section Modulus: 82.17 in3 132 in3 Area(Shear): 22.57 in2 66 in2 Moment of Inertia(deflection): 539.88 in4 792 in4 Moment: 16412 ft-lb 26363 ft-lb Shear: 3987 lb 11660 lb NOTES Project:Avery C_3 Car_Biggi_Lot 3 Oak Woods_Beams VpageVVARFO Souers Location: Beam Nr.03-Front Porch Beam at Ent rY raw 'rSuntel Design Roof Beam0, 16865 Boones FerryRd Suite 201 of [2015 International Building Code(2012 NDS)] r Lake Oswego, OR 97035 3.5 IN x 9.25 IN x 5.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:24:03 PM Section Adequate By:251.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4934 Dead Load 0.01 in Total Load 0.02 IN L/3228 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 660 lb 660 lb Dead Load 349 lb 349 lb Total Load 1009 lb 1009 lb Bearing Length 0.46 in 0.46 in BEAM DATA Span Length 5.5 ft 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'= 1173 psi Tributary Width: TW= 3 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- = 625 psi Wall Load: WALL= 0 plf Controlling Moment: 1387 ft Ib 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= 7 plf Controlling Shear: -1009 lb Beam Uniform Live Load: wL= 240 plf At support. Beam Uniform Dead Load: wD_adj= 127 plf Created by combining all dead and live loads. Total Uniform Load: wT= 367 plf Comparisons with required sections: Req'd Provided Section Modulus: 14.19 in3 49.91 in3 Area(Shear): 7.31 in2 32.38 in2 Moment of Inertia(deflection): 12.87 in4 230.84 in4 Moment: 1387 ft-lb 4879 ft-lb Shear: -1009 lb 4468 lb NOTES Project:Avery C_3 Car_Biggi_Lot 3 Oak Woods Beams page Judith Souers Location: Beam Nr.04-Front Porch Beam at Garage Side Fri ,lF Suntel Design Multi-Span Roof Beam ''-'1144 . 16865 Boones Ferry Rd Suite 201 of [2015 International BuildingCode 2012 NDS)] `' r. ( - , :Lake Oswego,OR 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 12/27/2016 4:24:03 PM Section Adequate By:27.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/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 A 7 ft — Unbraced Length-Bottom 7 ft Roof Pitch 10 :12 Roof Duration Factor 1.15 ROOF LOADING Center Notch Depth 0.00 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 C1=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 Ib 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-1'= 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_3 Car_Biggi_Lot 3 Oak Woods Beams , ' - -- 'Judith Souers Location: Beam Nr.05-Upper Level floor Beam at front of Garage , C 'Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] =, 4Lake Oswego,OR 97035 5.5 IN x 21.0 IN x 19.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:24:03 PM Section Adequate By:80.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.23 IN L/1033 Dead Load 0.15 in Total Load 0.38 IN L/616 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 5085 lb 5076 lb Dead Load 3648 lb 3330 lb Total Load 8733 Ib 8406 Ibti;ftZTR ,f«1 Bearing Length 2.44 in 2.35 in BEAM DATA Center 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 0.15 Uniform Live Load 340 plf Notch Depth 0.00 Uniform Dead Load 150 plf MATERIAL PROPERTIES Beam Self Weight 25 plf 24F-V4-Visually Graded Western Species Total Uniform Load 515 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2270 psi Live Load 500 lb Cd=1.00 Cv=0.95 Dead Load 470 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-1'= 650 psi Load Number One Two Left Live Load 170 plf 120 plf Controlling Moment: 42310 ft-lb Left Dead Load 150 plf 180 plf 9.36 Ft from left support of span 2(Center Span) Right Live Load 170 plf 120 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 150 plf 180 plf Controlling Shear: 8733 lb Load Start 5.67 ft 0 ft At left support of span 2(Center Span) Load End 19.5 ft 5.67 ft Created by combining all dead loads and live loads on span(s)2 i Load Length 13.83 ft 5.67 ft Comparisons with required sections: Req'd Provided Section Modulus: 223.65 in3 404.25 in3 Area(Shear): 49.43 in2 115.5 in2 Moment of Inertia(deflection): 1654.42 in4 4244.63 in4 Moment: 42310 ft-lb 76476 ft-lb Shear: 8733 lb 20405 lb NOTES • page Project:Avery C_3 Car_Biggi_Lot 3 Oak Woods_Beams , �f iJudith Souers Location: Beam Nr.06-Upper Level Floor Beam at Entry r ,t'4Suntel Design Combination Roof And Floor Beam ,t? 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] :47:4:4;ififtta Lake Oswego,OR 97035 3.5 INx11.25INx5.5FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:24:04 PM 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 ter w Cen Span Length 5.5 ft Unbraced Length-Top 0 ft 5.5 ft Roof Pitch 8 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 Sic_te_l 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_ W min'= 580 ksi Floor Tributary Width FT = 1 ft 0 ft Comp. L to Grain: Fc--L= 625 psi Fc-1'= 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 • page Project: C_3 Car Bi i_Lot 3 Oak Woods Beams Project:Avery _ 99� � � „Judith Souers Location: Beam Nr.07-Upper Level Floor Beam at Rear of Garage ,; f 'Suntel Design Uniformly Loaded Floor Beam Li,,,V- 1177, 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)} +4 , Lake Oswego,OR 97035 5.5 IN x 11.5IN x 10.25 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:24:04 PM 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 DATA Cen er 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 C/=/.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: Emin= 580 ksi E_min'= 580 ksi Beam Total Live Load: wL= 460 plf Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 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: Req'd 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 NOTES 6 pProject:Avery C_3 Car_Biggi_Lot 3 Oak Woods Beams i �� a - ° ,� Judith Souers Location:Beam Nr.08-Sliding Glass Door Header at Nook ��t. 'Suntel Design Multi-Loaded Multi-Span Beam 4.4---„:41.- 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] a `;�,' ;Lake Oswego,OR 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 12/27/2016 4:24:04 PM 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 REACTIONS A B Live Load 3175 lb 3965 lb Dead Load 2145 lb 2672 lb Total Load 5320 lb 6637 lb T t Bearing Length 1.60 in 1.99 in ° BEAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft A 8.5 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--L'= 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: Req'd 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 Project:Avery C_3 Car Biggi_Lot 3 Oak Woods Beams page Judith Souers Location: Beam Nr.09-Rear Patio Roof Beam rf , . `-Suntel Design Roof Beam r - 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] ��Lake Oswego,OR 97035 3.5 IN x 9.25 IN x 10.0 FT 'L #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:24:04 PM 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 Span Length 10 ft Unbraced Length-Top 0 ft A soft — — 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.-to Grain: Fc--= 625 psi Fc--'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 3742 ftIb 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: Req'd 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_3 Car Biggi_Lot 3 Oak Woods Beams ,_ Page ,!Judith Souers Location: Beam Nr. 10-Great Rm Header „ Thuntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] :4,-14,:iiirt-zftLake Oswego,OR 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 12/27/2016 4:24:05 PM 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 U1268 Live Load Deflection Criteria: U360 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 '`01P0M Bearing Length 0.91 in 1.30 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 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 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 850 lb Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 3 ft Comp.-L-to Grain: Fc- = 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_3 Car_Biggi_Lot 3 Oak Woods_Beams Ffraf Page -- k Judith Souers Location: Beam Nr. 11 -Garage Door Header n Suntel Design Roof Beam f i [2015 International Building Code(2012 NDS)] w�, _u :16865 Boones Ferry Rd Suite 201 of 5.5 IN x 11.5 IN x 8.5 FTg..._... :. Lake Oswego,OR 97035 #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:24:05 PM Section Adequate By: 161.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2392 Dead Load 0.02 in Total Load 0.07 IN L/1519 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1721 lb 1721 lb Dead Load 989 lb 989 lb Total Load 2710 lb 2710 lb Bearing Length 0.79 in 0.79 in BEAM DATA Span Length 8.5 ft Unbraced Length-Top 2 ft 8.5 ft B Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #1 -Douglas-Fir-Larch(North) Roof Live Load: LL= 30 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 1300 psi Fb'= 1492 psi Tributary Width: TW= 3 ft Cd=1.15 C1=1.00 CF=1.00 Side Two: Shear Stress: Fv= 170 psi Fv'= 196 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= 10.5 ft Comp.1 to Grain: Fc- = 625 psi Fc--L'= 625 psi Wall Load: WALL= 0 Controlling Moment: 5760 ft-lb plf 4.25 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 8.5 ft Controlling Shear: 2711 lb At support. Beam Self Weight: BSW= 13 plf Created by combining all dead and live loads. Beam Uniform Live Load: wL= 405 plf Beam Uniform Dead Load: wD_adj= 233 plf Comparisons with required sections: Rea'd Provided Total Uniform Load: wT= 638 plf Section Modulus: 46.33 in3 121.23 in3 Area(Shear): 20.8 in2 63.25 in2 Moment of Inertia(deflection): 82.61 in4 697.07 in4 Moment: 5760 ft-lb 15072 ft-lb Shear: 2711 lb 8244 lb NOTES Project:Avery C_3 Car_Biggi_Lot 3 Oak Woods_Beams page . , r ,¢Judith Souers Location:Beam Nr. 12-Carrier Beam at Garage Ceiling 4`„1,...11,L,6-4.47 f "Bunte/Design Multi-Loaded Multi-Span Beam ,,1: . 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] j Lake Oswego,OR 97035 6.75 IN x 22.5 IN x 20.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:24:05 PM Section Adequate By:58.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.24 IN L/1002 Dead Load 0.20 in Total Load 0.44 IN L/552 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B i 2 Live Load 7156 lb 7955 lb Dead Load 5956 lb 6234 lb Total Load 13112 lb 14189 lb Bearing Length 2.99 in 3.23 in .t TFt3x a• W'.r�lc ``r."�'Y'. - : `�' -r ��'v'y"��`,a� s'�d fir..::-y l r t BEAM DATA Center . ` . .",� ,,W":. Span Length 20 ft Unbraced Length-Top 0 ft __A_ 20 ft - Unbraced Length-Bottom 20 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.2 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 33 plf 24F-V4-Visually Graded Western Species Total Uniform Load 33 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fbcmpr= 1850 psi Fb'= 2203 psi Live Load 4500 lb 5100 lb Cd-=1.00 Cv=0.92 Dead Load 3000 lb 3400 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4.33 ft 16.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.J to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Three Four Left Live Load 40 plf 60 plf 360 plf 60 plf Controlling Moment: 66164 ft-lb Left Dead Load 115 plf 40 plf 240 plf 40 plf 9.8 Ft from left support of span 2(Center Span) Right Live Load 40 plf 60 plf 360 plf 60 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 115 plf 40 plf 240 plf 40 plf Controlling Shear: -14189 lb Load Start 0 ft 0 ft 4.33 ft 16.5 ft At right support of span 2(Center Span) Load End 16.5 ft 4.33 ft 16.5 ft 20 ft Created by combining all dead loads and live loads on span(s)2 Load Length 16.5 ft 4.33 ft 12.17 ft 3.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 360.36 in3 569.53 in3 Area(Shear): 80.32 in2 151.88 in2 Moment of Inertia(deflection): 2787.59 in4 6407.23 in4 Moment: 66164 ft-lb 104570 ft-lb Shear: -14189 lb 26831 lb NOTES