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Specifications (20) N(1 --(- c - Cao U 0(?) SW ?\NN.)CkOc_I 1-N et Project: Poplar_Windwood Homes_Annand Hill Lot 21 page ,-1 Keith A Kudrna Location: Beam Nr. 01 -Front Porch Beam on Outside of Porch ' Suntel Design Roof Beam 16865 Boones Ferry Rd of International Residential Code 2015 NDS)] "' [2015 ( _ Lake Oswego, Oregon 97035 3.5 IN x 9.25 IN x 8.5 FT #2-Douglas-Fir-Larch(North)-Wet Use StruCalc Version 10.0.1.5 7/19/2017 11:58:15 AM Section Adequate By:72.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN U1560 RECEIVED Dead Load 0.04 in IV' Total Load 0.11 IN L/924 1 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 AUG 2017 REACTIONS A B CITY Load 787 lb 787 lb CI r TTv OF TIGARD Dead Load 541 lb 541 lb BUILDING DIVISION Total Load 1328 lb 1328 lb Bearing Length 0.91 in 0.91 in BEAM DATA Span Length 8.5 ft Unbraced Length-Top 2 ft 8.5 ft Unbraced Length-Bottom 0 ft Roof Pitch 10 :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'= 1169 psi Tributary Width: TW= 1.5 ft Cd=1.15 CI=1.00 CF=1.20 Side Two: Shear Stress: Fv= 180 psi Fv'= 201 psi Roof Live Load: LL= 30 psf Cd=1.15 Cm=0.97 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1600 ksi E= 1440 ksi Tributary Width: TW= 4.7 ft Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 522 ksi Cm=0.90 Wall Load: WALL= 0 plf Comp.1 to Grain: Fc- L= 625 psi Fc-1'= 419 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Cm=0.67 Adjusted Beam Length: Ladj= 8.5 ft Controlling Moment: 2822 ft-lb Beam Self Weight: BSW= 7 plf 4.25 ft from left support Beam Uniform Live Load: wL= 185 plf Beam Uniform Dead Load: wD_adj= 127 plf Created by combining all dead and live loads. Total Uniform Load: wT= 312 plf Controlling Shear: -1089 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 28.98 in3 49.91 in3 Area(Shear): 8.13 in2 32.38 in2 Moment of Inertia(deflection): 44.97 in4 230.84 in4 Moment: 2822 ft-lb 4861 ft-lb Shear: -1089 lb 4334 lb NOTES page Project: Poplar_Windwood Homes_Annand Hill Lot 21 %. t `", Location: Beam Nr.02-Garage Door Header Keith A Kudrna , a Suntel Design / Roof Beam 16865 Boones Ferry Rd of [2015 International Residential Code(2015 NDS)] "` Lake Oswego, Oregon 97035 5.5 IN x 11.5 IN x 16.5 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.5 7/19/2017 11:58:16 AM Section Adequate By: 123.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN L/1104 Dead Load 0.12 in Total Load 0.30 IN L/667 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A_ Live Load 990 lb 990 lb Dead Load 647 lb 647 lb Total Load 1637 lb 1637 lb Bearing Length 0.48 in 0.48 in BEAM DATA Span Length 16.5 ft Unbraced Length-Top 2 ft 16.5 ft 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= 2 ft Cd=1.15 01=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= 2 ft Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc- = 625 psi Fc- = 625 psi Wall Load: WALL= 0 plf Controlling Moment: 6753 ft Ib SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 8.25 ft from left support Adjusted Beam Length: Ladj= 16.5 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 13 plf Controlling Shear: 1473 Ib Beam Uniform Live Load: wL= 120 plf At a distance d from su Beam Uniform Dead Load: wD_adj= 78 plf pport. Total Uniform Load: wT= 198 plf Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 54.32 in3 121.23 in3 Area(Shear): 11.3 in2 63.25 in2 Moment of Inertia(deflection): 188 in4 697.07 in4 Moment: 6753 ft-lb 15072 ft-lb Shear: -1473 lb 8244 lb NOTES Page Project: Poplar_Windwood Homes_Annand Hill Lot 21 k. Keith A Kudrna Location: Beam Nr.03-Front Porch Beam at Entry �:��'� Suntel Design Roof Beam 16865 Boones Ferry Rd or [2015 International Residential Code(2015 NDS)] -1.-4 Lake Oswego,Oregon 97035 3.5 IN x 9.25 IN x 5.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.5 7/19/2017 11:58:16 AM Section Adequate By:353.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6579 Dead Load 0.01 in Total Load 0.02 IN L/4164 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 495 lb 495 lb Dead Load 287 lb 287 lb Total Load 782 lb 782 lb Bearing Length 0.36 in 0.36 in BEAM DATA Span Length 5.5 ft Unbraced Length-Top 0 ft AIL5.5 ft Unbraced Length-Bottom 0 ft Roof Pitch 5 :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= 2 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= 4 ft Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc- = 625 psi Fc-1'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 1075 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= 7 plf Controlling Shear: 563 lb Beam Uniform Live Load: wL= 180 plf Beam Uniform Dead Load: wD_adj= 104 plf At a distance d from support. Total Uniform Load: wT= 284 plf Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 11 in3 49.91 in3 Area(Shear): 4.08 in2 32.38 in2 Moment of Inertia(deflection): 9.98 in4 230.84 in4 Moment: 1075 ft-lb 4879 ft-lb Shear: 563 lb 4468 lb NOTES Project: Poplar_Windwood Homes_Annand Hill Lot 21 '' :. t page Keith A Kudrna / Location: Beam Nr.04-Front Porch Beam at Garage Side hq��* Suntel Design Multi-Span Roof Beam 16865 Boones Ferry Rd of [2015 International Residential Code(2015 NDS)] v f_., - Lake Oswego, Oregon 97035 3.5 IN x 9.25 IN x 8.5 FT #2-Douglas-Fir-Larch(North)-Wet Use StruCalc Version 10.0.1.5 7/19/2017 11:58:16 AM Section Adequate By:28.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1141 Dead Load 0.06 in Total Load 0.15 IN L/685 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1154 lb 919 lb Dead Load 762 lb 621 lb Total Load 1916 lb 1540 lb Bearing Length 1.31 in 1.05 in BEAM DATA Center . ., s _.,- Span Length 8.5 ft Unbraced Length-Top 0 ft 8.5 ft Unbraced Length-Bottom 8.5 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 = 4.7 ft Base Values Adjusted Roof Tributary Width Side Two TW2= 1.5 ft Bending Stress: Fb= 850 psi Fb'= 1173 psi Wall Load WALL= 0 plf Cd=1.15 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 201 psi Load Number One Cd=1.15 Cm=0.97 Live Load 500 lb Modulus of Elasticity: E= 1600 ksi E'= 1440 ksi Dead Load 300 lb Min. Mod. of Elasticity: E_min= 580 ksi E_min'= 522 ksi Location 2.25 ft Cm=0.90 Comp.1 to Grain: Fc-1= 625 psi Fc-1-'= 419 psi BEAM LOADING Center Cm=0.67 Total Live Load 185 plf Total Dead Load(Adjusted for Roof Pitch) 120 plf Controlling Moment: 3794 ft-lb Beam Self Weight 7 plf 3.57 Ft from left support of span 2(Center Span) Total Load 312 plf Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1677 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 38.81 in3 49.91 in3 Area(Shear): 12.53 in2 32.38 in2 Moment of Inertia(deflection): 60.62 in4 230.84 in4 Moment: 3794 ft-lb 4879 ft-lb Shear: 1677 lb 4334 lb NOTES Project: Poplar_Windwood Homes_Annand Hill Lot 21 efts"" Page Keith A Kudrna Location: Beam Nr.05-Ceiling Beam at Garage 19 Suntel Design Multi-Loaded Multi-Span Beam ,f, 16865 Boones Ferry Rd or [2015 International Residential Code(2015 NDS)] w.' Lake Oswego, Oregon 97035 6.75 INx18.0INx18.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.5 7/19/2017 11:58:16 AM Section Adequate By:88.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.23 IN L/956 Dead Load 0.15 in Total Load 0.38 IN L/578 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 5054 lb 4411 lb Dead Load 3245 lb 2932 lb Total Load 8299 lb 7343 lb Bearing Length 1.89 in 1.67 in TRI TR2 BEAM DATA Center ..... Span Length 18.5 ft t, z-,- Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 18.5 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 26 plf 24F-V4-Visually Graded Western Species Total Uniform Load 26 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2271 psi Live Load 1200 lb Cd=1.00 C1=1.00 Cv=0.95 Dead Load 720 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 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 Three Four Comp. L to Grain: Fc-1-= 650 psi Fc-1'= 650 psi Left Live Load 375 plf 320 plf 90 plf 120 plf Left Dead Load 220 plf 210 plf 45 plf 60 plf Controlling Moment: 36607 ft-lb Right Live Load 375 plf 320 plf 90 plf 120 plf 8.51 Ft from left support of span 2(Center Span) Right Dead Load 220 plf 210 plf 45 plf 60 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 5 ft 0 ft 5 ft Controlling Shear: 7179 lb Load End 5 ft 18.5 ft 5 ft 18.5 ft At a distanced from left support of span 2(Center Span) Load Length 5 ft 13.5 ft 5 ft 13.5 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 193.46 in3 364.5 in3 Area(Shear): 40.64 in2 121.5 in2 Moment of Inertia(deflection): 1362.94 in4 3280.5 in4 Moment: 36607 ft-lb 68970 ft-lb Shear: 7179 lb 21465 lb NOTES Project: Poplar_Windwood Homes_Annand Hill Lot 21 x„ , - page -•= : Keith A Kudrna Location: Beam Nr.06-Ceiling Beam at Garage 1- * Suntel Design Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of [2015 International Residential Code(2015 NDS)] T w Lake Oswego,Oregon 97035 5.5 IN x 9.5 IN x 9.25 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.5 7/19/2017 11:58:17 AM Section Adequate By:24.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/883 Dead Load 0.05 in Total Load 0.18 IN L/631 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2220 lb 2220 lb Dead Load 884 lb 884 lb Total Load 3104 lb 3104 lb Bearing Length 0.90 in 0.90 in BEAM DATA Center Span Length 9.25 ft Unbraced Length-Top 1.33 ft 9.25 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'= 1299 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CI=1.00 CF=1.00 Floor Tributary Width FTW= 8 ft 4 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_min= 580 ksi E_min'= 580 ksi Beam Total Live Load: wL= 480 plf Comp.--to Grain: Fc--L= 625 psi Fc--I-'= 625 psi Beam Total Dead Load: wD= 180 plf Beam Self Weight: BSW= 11 plf Controlling Moment: 7178 ft-lb Total Maximum Load: wT= 671 plf 4.625 ft from left support Created by combining all dead and live loads. Controlling Shear: 2607 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 66.32 in3 82.73 in3 Area(Shear): 23 in2 52.25 in2 Moment of Inertia(deflection): 160.24 in4 392.96 in4 Moment: 7178 ft-lb 8954 ft-lb Shear: 2607 lb 5922 lb NOTES Page Project: Poplar_Windwood Homes_Annand Hill Lot 21 *Keith A Kudrna Location: Beam Nr.07-Slider Header at Nookg an Beam +* Suntel Design Multi-Loaded Multi-Span 16865 Boones Ferry Rd of [2015 International Residential Code(2015 NDS)] tr _• . Lake Oswego,Oregon 97035 5.51Nx11.5INx6.5FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.5 7/19/2017 11:58:17 AM Section Adequate By:99.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/3018 Dead Load 0.02 in Total Load 0.04 IN L/1900 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3028 lb 1572 lb Dead Load 1714 lb 1001 lb Total Load 4742 lb 2573 lb 4,l'Ri Bearing Length 1.38 in 0.75 in w BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #1 -Douglas-Fir-Larch(North) Uniform Dead Load 90 plf Base Values Adiusted Beam Self Weight 13 plf Bending Stress: Fb= 1300 psi Fb'= 1300 psi Total Uniform Load 103 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number Qrie. Cd=1.00 Live Load 1400 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 700 lb Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 2 ft Comp.1 to Grain: Fc-1= 625 psi Fc- = 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 6573 ft-lb Load Number One Two Three 2.01 Ft from left support of span 2(Center Span) Left Live Load 570 plf 360 plf 280 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 285 plf 135 plf 105 plf Controlling Shear: 3419 lb Right Live Load 570 plf 360 plf 280 plf At a distance d from left support of span 2(Center Span) Right Dead Load 285 plf 135 plf 105 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 0 ft 3 ft Load End 2ft 3ft 6.5ft Comparisons with required sections: Req'd Provided Load Length 2 ft 3 ft 3.5 ft Section Modulus: 60.67 in3 121.23 in3 Area(Shear): 30.17 in2 63.25 in2 Moment of Inertia(deflection): 88.07 in4 697.07 in4 Moment: 6573 ft-lb 13133 ft-lb Shear: 3419 lb 7168 lb NOTES Project: Poplar_Windwood Homes_Annand Hill Lot 21 , f " page Location: Beam Nr.08-Rear Patio Roof Beam — i Keith A Kudrna • Suntel Design Roof Beam 16865 Boones Ferry Rd of [2015 International Residential Code(2015 NDS)] . ,--,:•'!'Lake Oswego, Oregon 97035 3.5 IN x 9.25 IN x 10.0 FT #2-Douglas-Fir-Larch(North)-Wet Use StruCalc Version 10.0.1.5 7/19/2017 11:58:17 AM Section Adequate By:25.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/909 Dead Load 0.08 in Total Load 0.21 IN L/570 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 975 lb 975 lb Dead Load 579 lb 579 lb Total Load 1554 lb 1554 lb Bearing Length 1.06 in 1.06 in ' BEAM DATA ,4- Span Length 10 ft ..-7-1.:'<,,f. ..;7-- `..`',a .i' ,'" °£ .;:,/ jz 4:f;fi v'I' t,,1..4r".::; Al Unbraced Length-Top 0 ft loft Unbraced Length-Bottom 0 ft Roof Pitch 6 :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'= 201 psi Roof Live Load: LL= 30 psf Cd=1.15 Cm=0.97 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1600 ksi E= 1440 ksi Tributary Width: TW= 5 ft Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 522 ksi Cm=0.90 Wall Load: WALL= 0 plf Comp.1 to Grain: Fc- L= 625 psi Fc-1'= 419 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Cm=0.67 Adjusted Beam Length: Ladj= 10 ft Controlling Moment: 3886 ft-lb Beam Self Weight: BSW= 7 plf 5.0 ft from left support Beam Uniform Live Load: wL= 195 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 116 plf Controlling Shear: 1337 Ib Total Uniform Load: wT= 311 plf At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 39.76 in3 49.91 in3 Area(Shear): 9.99 in2 32.38 in2 Moment of Inertia(deflection): 72.85 in4 230.84 in4 Moment: 3886 ft-lb 4879 ft-lb Shear: -1337 lb 4334 lb NOTES Ptoject: Poplar_Windwood Homes_Annand Hill Lot 21 page Location: Beam Nr.09-Header at Grt Rm Keith AKudrna w>'s� Suntel Design Multi-Loaded Multi-Span Beam t 16865 Boones Ferry Rd of [2015 International Residential Code(2015 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 10.0.1.5 7/19/2017 11:58:18 AM Section Adequate By:42.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2088 Dead Load 0.02 in Total Load 0.05 IN L/1331 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2615 lb 1852 lb Dead Load 1490 lb 1108 lb Total Load 4105 lb 2960 lb TR Bearing Length 1.19 in 0.86 in BEAM DATA Center W Span Length 5.5 ft Unbraced Length-Top 1.33 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 280 plf #1 -Douglas-Fir-Larch(North) Uniform Dead Load 195 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 1300 psi Fb'= 1299 psi Total Uniform Load 486 plf Cd=1.00 C1=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Live Load 1400 lb Min. Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Dead Load 700 lb Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Location 2.75 ft TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 6300 ft-lb Load Number One 2.75 Ft from left support of span 2(Center Span) Left Live Load 555 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 278 plf Controlling Shear: 3089 lb Right Live Load 555 plf At a distance d from left support of span 2(Center Span) Right Dead Load 278 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft Load End 2.75 ft Comparisons with required sections: Req'd Provided Load Length 2.75 ft Section Modulus: 58.22 in3 82.73 in3 Area(Shear): 27.26 in2 52.25 int Moment of Inertia(deflection): 70.85 in4 392.96 in4 Moment: 6300 ft-lb 8954 ft-lb Shear: 3089 lb 5922 lb NOTES P`oject: Poplar_Windwood Homes_Annand Hill Lot 21 pane r-- - 71#Keith Kudrna Location: Beam Nr. 10-Header at Grt Rm � • i Suntel Design Multi-Loaded Multi-Span Beam " 16865 Boones Ferry Rd or [2015 International Residential Code(2015 NDS)] ~^:Lake Oswego,Oregon 97035 3.5 IN x 11.25 IN x 5.5 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.5 7/19/2017 11:58:18 AM Section Adequate By:92.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/4342 Dead Load 0.01 in Total Load 0.02 IN L/2666 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2385 lb 1016 lb Dead Load 1367 lb 682 lb Total Load 3752 lb 1698 lb TR1 Bearing Length 1.72 in 0.78 in BEAM DATA Center w Span Length 5.5 ft Unbraced Length-Top 1.33 ft 111111 .1 Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 280 plf #1 -Douglas-Fir-Larch(North) Uniform Dead Load 195 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 933 psi Total Uniform Load 483 plf Cd=1.00 C1=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 1400 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 700 lb Min. Mod.of Elasticity: E_min= 580 ksi Emin'= 580 ksi _ Location 0.83 ft Comp.1 to Grain: Fc-1= 625 psi Fc- = 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 2984 ft-lb Load Number One 1.98 Ft from left support of span 2(Center Span) Left Live Load 555 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 278 plf Controlling Shear: -1351 lb Right Live Load 555 plf At a distance d from left support of span 2(Center Span) Right Dead Load 278 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft Load End 0.83 ft Comparisons with required sections: Req'd Provided Load Length 0.83 ft Section Modulus: 38.37 in3 73.83 in3 Area(Shear): 11.26 in2 39.38 in2 Moment of Inertia(deflection): 37.38 in4 415.28 in4 Moment: 2984 ft-lb 5740 ft-lb Shear: -1351 lb 4725 lb NOTES Project: Poplar_Windwood Homes_Annand Hill Lot 21 page Location: Beam Nr. 11 -Front Porch Beam - -- Keith A Kudrna Roof Beam Suntel Design .� 16865 Boones Ferry Rd of [2015 International Residential Code(2015 NDS)] 1/07.:4:-;;* ',_. Lake Oswego, Oregon 97035 3.5 INx9.25INx10.0FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.5 7/19/2017 11:58:18 AM Section Adequate By:48.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1313 Dead Load 0.07 in Total Load 0.16 IN L/751 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A_ Live Load 750 lb 750 lb Dead Load 561 lb 561 lb Total Load 1311 lb 1311 lb Bearing Length 0.60 in 0.60 in BEAM DATA Span Length 10 ftigmarme,,,, oWzWf175:1375 :effwgrawiegozwAgacit..27 -711171k. Unbraced Length-Top 0 ft loft • Unbraced Length-Bottom 0 ft Roof Pitch 4 :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= 20 psf Bending Stress: Fb= 850 psi Fb'= 1173 psi Tributary Width: TW= 2 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= 20 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 3 ft Comp. L to Grain: Fc- L= 625 psi Fc- = 625 psi Wall Load: WALL= 0 plf Controlling Moment: 3279 ft Ib 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: 1128 lb Beam Uniform Live Load: wL= 150 plf At a distance d from support. Beam Uniform Dead Load: wD_adj= 112 plf Created by combining all dead and live loads. Total Uniform Load: wT= 262 plf Comparisons with required sections: Req'd Provided Section Modulus: 33.54 in3 49.91 in3 Area(Shear): 8.17 in2 32.38 in2 Moment of Inertia(deflection): 55.32 in4 230.84 in4 Moment: 3279 ft-lb 4879 ft-lb Shear: 1128 lb 4468 lb NOTES