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Specifications (7) 'Project: Birch(Alternate Elevation) fit 's 04101 : page -w ..,Steve Irvine Location: Beam Nr.01 -Great Room Window Header n,l' %° Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd., Suite 201 or [2015 International Building Code(2015 NDS)] - Lake Oswego, Oregon 97035 5.5 IN x 11.25 IN x 5.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCaic Version 10.0.1.4 8/9/2017 1:50:08 PM Section Adequate By:4.7% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3106 Dead Load 0.01 in Total Load 0.03 IN L/2242 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 1091 lb 4842 lb Dead Load 504 lb 1856 lb Total Load 1595 lb 6698 lb TR2 Bearing Length 0.46 in 1.95 in w SEAM 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 40 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 15 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 68 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 5075 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 1500 lb Comp.-L to Grain: Fc--L= 625 psi Fc-1'= 625 psi Location 4.5 ft Controlling Moment: 6032 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 4.46 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 0 plf 638 plf Controlling Shear: -6698 lb Left Dead Load 40 plf 525 plf 6.0 Ft from left support of span 2(Center Span) Right Live Load 0 plf 638 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 40 plf 525 plf Load Start 0 ft 4.5 ft Comparisons with required sections: Read Provided Load End 4.5 ft 5.5 ft Section Modulus: 82.73 in3 116.02 in3 Load Length 4.5 ft 1 ft Area(Shear): 59.1 in2 61.88 in2 Moment of Inertia(deflection): 75.63 in4 652.59 in4 Moment: 6032 ft-lb 8459 ft-lb Shear: -6698 lb 7013 lb NOTES Project: Birch(Alternate Elevation) ”Nte#0 page =—r– .Steve Irvine Location: Beam Nr.02-Great Room Window Header F Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd., Suite 201 of [2015 International Building Code(2015 NDS)] Lake Oswego, Oregon 97035 5.5 IN x 11.25 IN x 5.5 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 8/9/2017 1:50:08 PM Section Adequate By: 12.8% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/1903 Dead Load 0.02 in Total Load 0.05 IN 111306 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3302 lb 4386 lb Dead Load 1863 lb 1830 lb Total Load 5165 lb 6216 lb : TR2 Bearing Length 1.50 in 1.81 in m. 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 40 plf #1 -Douglas-Fir-Larch(North) Uniform Dead Load 15 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 1300 psi Fb'= 1300 psi Total Uniform Load 68 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 5075 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1500 lb Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Location 3.75 ft Controlling Moment: 10707 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.74 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 0 plf 638 plf Controlling Shear: -6216 lb Left Dead Load 40 plf 525 plf 6.0 Ft from left support of span 2(Center Span) Right Live Load 0 plf 638 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 40 plf 525 plf Load Start 3.75 ft 0 ft Comparisons with required sections: Req'd Provided Load End 5.5 ft 3.75 ft Section Modulus: 98.83 in3 116.02 in3 Load Length 1.75 ft 3.75 ft Area(Shear): 54.85 in2 61.88 in2 Moment of Inertia(deflection): 123.46 in4 652.59 in4 Moment: 10707 ft-lb 12568 ft-lb Shear: -6216 lb 7013 lb NOTES page Project: Birch(Alternate Elevation) it IMP/ Steve Irvine Location: Beam Nr.04-Upper Level Floor Beam over Garage T Suntel Design / Uniformly Loaded Floor Beam 16865 Boones Ferry Rd.,Suite 201 of [2015 International Building Code(2015 NDS)] �Y&k Lake Oswego, Oregon 97035 3.5 IN x 10.5 IN x 18.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 8/9/2017 1:50:08 PM Section Adequate By: 18.5% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.52 IN L/427 Dead Load 0.23 in Total Load 0.75 IN L/296 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1110 lb 1110 lb Dead Load 490 lb 490 lb Total Load 1600 lb 1600 lb Bearing Length 0.70 in 0.70 in BEAM DATA Center Span Length 18.5 ft Unbraced Length-Top 0 ft 18.5 ft Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.23 FLOOR LOADING Notch Depth 0.00 Side 1 ide 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 15 psf 15 psf Base Values Adjusted Floor Tributary Width FTW= 2 ft 1 ft Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Wall Load WALL= 0 plf Cd=1.00 BEAM LOADING Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Total Live Load: wL= 120 plf Cd=1.00 Beam Total Dead Load: wD= 45 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 8 plf Comp.-1-to Grain: Fc-1= 650 psi Fc-L'= 650 psi Total Maximum Load: wT= 173 plf Controlling Moment: 7400 ft-lb 9.25 ft from left support Created by combining all dead and live loads. Controlling Shear: -1600 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 37 in3 64.31 in3 Area(Shear): 9.06 in2 36.75 in2 Moment of Inertia(deflection): 284.88 in4 337.64 in4 Moment: 7400 ft-lb 12863 ft-lb Shear: -1600 lb 6493 lb NOTES Project: Birch(Alternate Elevation) .„ 1, , page Steve Irvine Location: Beam Nr. 05-Upper Level Floor Beam in Front of Garage Door 4 Suntel Design Combination Roof And Floor Beam 16865 Boones Ferry Rd., Suite 201 of [2015 International Building Code(2015 NDS)] Lake Oswego, Oregon 97035 (3) 1.5 IN x 11.25 IN x 13.167 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 8/9/2017 1:50:09 PM Section Adequate By:28.6% 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 0.10 IN L/1536 Dead Load 0.15 in Total Load 0.25 IN L/626 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 856 lb 856 lb Dead Load 1244 lb 1244 lb Total Load 2100 lb 2100 lb Bearing Length 0.75 in 0.75 in BEAM DATA Center Span Length 13.17 ft Unbraced Length-Top 0 ft 111111131 Roof Pitch 4 :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(North) Roof Dead Load RDL= 20 psf 20 psf Base Values Adjusted Roof Tributary Width RTW= 2 ft 1 ft Bending Stress: Fb= 850 psi Fb'= 1124 psi Cd=1.15 CF=1.00 Cr-1.15 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 Comp.1 to Grain: Fc- = 625 psi Fc--i'= 625 psi Floor Tributary Width FTW= 0 ft 1 ft Controlling Moment: 6913 ft-lb Wall Load WALL= 100 plf 6.584 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 90 plf Controlling Shear: 2100 lb Roof Uniform Dead Load: wD-roof= 63 plf At support. Floor Uniform Live Load: wL-floor= 40 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 15 plf Beam Self Weight: BSW= 11 plf Comparisons with required sections: Read Provided Combined Uniform Live Load: wL= 130 plf Section Modulus: 73.8 in3 94.92 in3 Combined Uniform Dead Load: wD= 189 plf Area(Shear): 15.22 in2 50.63 int Combined Uniform Total Load: wT= 319 plf Moment of Inertia(deflection): 204.77 in4 533.94 in4 Moment: 6913 ft-lb 8892 ft-lb Shear: 2100 lb 6986 lb NOTES Project: Birch(Alternate Elevation) # , page ;*} --- ,Steve Irvine Location: Beam Nr. 06-Upper Level Floor Beam at Dormer over Garage Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd.,Suite 201 of [2015 International Building Code(2015 NDS)] A" ' °Lake Oswego, Oregon 97035 (2) 1.5 IN x 11.25 IN x 3.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 8/9/2017 1:50:09 PM Section Adequate By:93.0% 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 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/5437 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B , Live Load 663 lb 782 lb Dead Load 893 lb 963 lb Total Load 1556 lb 1745 lb Bearing Length 0.83 in 0.93 in TRS BEAM DATA Center Span Length 3.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 850 psi Fb'= 850 psi Total Uniform Load 7 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 875 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1250 lb Comp.L to Grain: Fc-L= 625 psi Fc- L'= 625 psi Location 1.5 ft Controlling Moment: 2322 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.5 Ft from left support of span 2(Center Span) Load Number One Created by combining all dead loads and live loads on span(s)2 Left Live Load 285 plf Controlling Shear: -1745 lb Left Dead Load 290 plf 4.0 Ft from left support of span 2(Center Span) Right Live Load 285 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 290 plf Load Start 1.5 ft Comparisons with required sections: Req'd Provided Load End 3.5 ft Section Modulus: 32.78 in3 63.28 in3 Load Length 2 ft Area(Shear): 14.54 in2 33.75 in2 Moment of Inertia(deflection): 15.71 in4 355.96 in4 Moment: 2322 ft-lb 4482 ft-lb Shear: -1745 lb 4050 lb NOTES Project: Birch(Alternate Elevation) ‘ fpage '• Steve Irvine Location: Beam Nr.07-Garage Door Header "-"— — / i?i�1 Suntel Design Multi-Loaded Multi-Span Beam + 16865 Boones Ferry Rd., Suite 201 of [2015 International Building Code(2015 NDS)] µ'Vi 'Lake Oswego,Oregon 97035 3.5 IN x 13.5 IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 8/9/2017 1:50:09 PM Section Adequate By:89.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.23 IN L/847 Dead Load 0.18 in Total Load 0.42 IN L/477 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1215 lb 1825 lb Dead Load 767 lb 1739 lb Total Load 1982 lb 3564 lb TR2 Bearing Length 0.87 in 1.57 in w BEAM DATA Center Span Length 16.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.18 Uniform Live Load 80 plf Notch Depth 0.00 Uniform Dead Load 30 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 120 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 800 lb Cd=1.00 Dead Load 975 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-1'= 650 psi Load Number One Two Left Live Load 40 plf 105 plf Controlling Moment: 11216 ft-lb Left Dead Load 15 plf 170 plf 11.38 Ft from left support of span 2(Center Span) Right Live Load 40 plf 105 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 15 plf 170 plf Controlling Shear: -3564 lb Load Start 0 ft 12.5 ft 16.0 Ft from 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: 56.08 in3 106.31 in3 Area(Shear): 20.17 in2 47.25 in2 Moment of Inertia(deflection): 361.06 in4 717.61 in4 Moment: 11216 ft-lb 21263 ft-lb Shear: -3564 lb 8348 lb NOTES • a Project: Birch(Alternate Elevation) ori p 9e Steve Irvine / Location: Beam Nr.08-Roof Beam in Front of Garage ;�; ;� Suntel Design Multi-Loaded Multi-Span Beam t 16865 Boones Ferry Rd., Suite 201 of [2015 International Building Code(2015 NDS)] Lake Oswego,Oregon 97035 3.5 IN x 12.0 IN x 18.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 8/9/2017 1:50:09 PM Section Adequate By: 17.3% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.40 IN L/559 Dead Load 0.39 in Total Load 0.79 IN L/282 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1032 lb 1386 lb Dead Load 919 lb 1386 lb Total Load 1951 lb 2772 lb Bearing Length 0.86 in 1.22 in A4. � w BEAM DATA Center sindommagernmsamoissmessaimomossow Span Length 18.5 ft ~~ p Unbraced Length-Top 0 ft Unbraced Length-Bottom 18.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADSCenter Camber Required 0.39 Uniform Live Load 60 plf Notch Depth 0.00 Uniform Dead Load 40 plf MATERIAL PROPERTIES Beam Self Weight 9 plf 24F-V4-Visually Graded Western Species Total Uniform Load 109 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 675 lb Cd=1.00 Dead Load 975 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 13.33 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc- L= 650 psi Fc- = 650 psi Load Number One Two Left Live Load 30 plf 45 plf Controlling Moment: 11960 ft-lb Left Dead Load 20 plf 30 plf 12.21 Ft from left support of span 2(Center Span) Right Live Load 30 plf 45 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 20 plf 30 plf Controlling Shear: -2772 lb Load Start 0 ft 13.33 ft 18.0 Ft from left support of span 2(Center Span) Load End 13.33 ft 18.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 13.33 ft 5.17 ft Comparisons with required sections: Req'd Provided Section Modulus: 59.8 in3 84 in3 Area(Shear): 15.69 in2 42 in2 Moment of Inertia(deflection): 429.49 in4 504 in4 Moment: 11960 ft-lb 16800 ft-lb Shear: -2772 lb 7420 lb NOTES page Project: Birch(Alternate Elevation) 1P Steve Irvine Location: Beam Nr.09-Front Porch Roof Beam Roof Beam i''if�,� Suntel Design 16865 Boones Ferry Rd., Suite 201 of [2015 International Building Code(2015 NDS)] f Lake Oswego,Oregon 97035 3.5 INx7.25INx9.0FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 8/9/2017 1:50:09 PM Section Adequate By:39.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1040 Dead Load 0.09 in Total Load 0.19 IN L/564 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 563 lb 563 lb Dead Load 475 lb 475 lb Total Load 1038 lb 1038 lb Bearing Length 0.47 in 0.47 in BEAM DATA Span Length 9 ft Unbraced Length-Top 0 ft 9 f Unbraced Length-Bottom 0 ft Roof Pitch 8 :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'= 1271 psi Tributary Width: TW= 1.5 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= 20 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 2.7 ft Comp. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 2336 ft Ib SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 4.5 ft from left support Adjusted Beam Length: Ladj= 9 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 5 plf Controlling Shear: -1038 lb Beam Uniform Live Load: wL= 125 plf At support. Beam Uniform Dead Load: wD_adj= 106 plf Created by combining all dead and live loads. Total Uniform Load: wT= 231 plf Comparisons with required sections: Req'd Provided Section Modulus: 22.06 in3 30.66 in3 Area(Shear): 7.52 in2 25.38 in2 Moment of Inertia(deflection): 35.47 in4 111.15 in4 Moment: 2336 ft-lb 3247 ft-lb Shear: -1038 lb 3502 lb NOTES