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Specifications (44) `MS-v :,)-c.3\-1.-O J \Qick X.c., rim, Pge _ Project: Birch ^` Keith A Kudrna �� Location: Beam Nr.01 -Great Room Window HeadI'EH ' Suntel Design .444, Multi-Loaded Multi-Span Beam r'' 16865 Boones Ferry Rd of [2015 International Residential Code(2015 NDS)] ': - " " ~ Lake Oswego,Oregon 97035 5.5 IN x 11.251N x 5.5 FT NOV 21 ZU17 #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.5 8/8/2017 3:17:32 PM Section Adequate By:26.4% CITY OF TIGARD Controlling Factor:Shear p� DEFLECTIONS Center BUILDING DI V ISJO 'LOADING DIAGRAM Live Load 0.02 IN L/3106 Dead Load 0.01 in Total Load 0.03 IN U2242 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 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 BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft5.5 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 Adiusted 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.1 to Grain: Fc--I-= 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: -5547 lb Left Dead Load 40 plf 525 plf At a distance d from right 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: Req'd 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): 48.94 in2 61.88 in2 Moment of Inertia(deflection): 75.63 in4 652.59 in4 Moment: 6032 ft-lb 8459 ft-lb Shear: -5547 lb 7013 lb NOTES • page Project: Birch 1 ' fr . It-— --V Keith A Kudrna Location:Beam Nr.02-Great Room Window Header wr Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2015 International Residential 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 10.0.1.5 8/8/2017 3:17:32 PM Section Adequate By: 14.7% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/1903 Dead Load 0.02 in Total Load 0.05 IN L/1306 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 3302 lb 4386 lb Dead Load 1863 lb 1830 lb Total Load 5165 lb 6216 lb TRz Bearing Length 1.50 in 1.81 in w BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft 111111 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-1= 625 psi Fc-1'= 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: -6115 lb Left Dead Load 40 plf 525 plf At a distance d from right 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: Rea'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): 53.95 in2 61.88 in2 Moment of Inertia(deflection): 123.46 in4 652.59 in4 Moment: 10707 ft-lb 12568 ft-lb Shear: -6115 lb 7013 lb NOTES Projgct: Birch page Keith AKudrna / Location: Beam Nr.03-Upper Level Floor Beam over Kitchen 'k Suntel Design Uniformly Loaded Floor Beam i 44' 16865 16865 Boones Ferry Rd of [2015 International Residential Code(2015 NDS)] _ Lake Oswego,Oregon 97035 6.75 IN x 16.5 IN x 20.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.5 8/8/2017 3:17:32 PM Section Adequate By:54.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.42 IN L/572 Dead Load 0.18 in Total Load 0.60 IN L/403 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 5300 lb 5300 lb Dead Load 2229 lb 2229 lb Total Load 7529 lb 7529 lb Bearing Length 1.72 in 1.72 in BEAM DATA Center Span Length 20 ft Unbraced Length-Top 0 ft zo ft Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.18 FLOOR LOADING Notch Depth 0.00 Side 1 Side 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= 5 ft 8.3 ft Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2273 psi Wall Load WALL= 0 plf Cd=1.00 Cv=0.95 BEAM LOADING Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Total Live Load: wL= 530 plf Cd=1.00 Beam Total Dead Load: wD= 199 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 24 plf Comp. L to Grain: Fc- L= 650 psi Fc- L'= 650 psi Total Maximum Load: wT= 753 plf Controlling Moment: 37645 ft-lb 10.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -6625 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd Provided Section Modulus: 198.77 in3 306.28 in3 Area(Shear): 37.5 in2 111.38 in2 Moment of Inertia(deflection): 1589.74 in4 2526.82 in4 Moment: 37645 ft-lb 58007 ft-lb Shear: -6625 lb 19676 lb NOTES page Prosect: Birch Keith A Kudrna 411,6 Location: Beam Nr.04-Upper Level Floor Beam over Garage Suntel Design Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of [2015 International Residential Code(2015 NDS)] - Lake Oswego, Oregon 97035 3.5 INx10.5INx18.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.5 8/8/2017 3:17:32 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 18.5ft Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.23 FLOOR LOADING Notch Depth 0.00 Side 1 Side 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- L= 650 psi Fc- = 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: -1472 lb At a distance d from 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): 8.33 in2 36.75 in2 Moment of Inertia(deflection): 284.88 in4 337.64 in4 Moment: 7400 ft-lb 12863 ft-lb Shear: -1472 lb 6493 lb NOTES • page Project: Birch -- Keith A Kudrna Location: Beam Nr.05-Upper Level Floor Beam in Front of Garage Door — Suntel Design Combination Roof And Floor Beam *gin 16865 Boones Ferry Rd or [2015 International Residential 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 10.0.1.5 8/8/2017 3:17:33 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 U1536 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 B 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 13.167 ft B 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-1= 625 psi Fc-1'= 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: 1806 lb Roof Uniform Dead Load: wD-roof= 63 plf At a distance d from 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 Comparisons with required sections: Read Provided Beam Self Weight: BSW= 11 plf Section Modulus: 73.8 in3 94.92 in3 Combined Uniform Live Load: wL= 130 plf Area(Shear): 13.09 in2 50.63 in2 Combined Uniform Dead Load: wD= 189 plf Moment of Inertia(deflection): 204.77 in4 533.94 in4 Combined Uniform Total Load: wT= 319 plf Moment: 6913 ft-lb 8892 ft-lb Shear: 1806 lb 6986 lb NOTES page Project: Birch 1k 4.0 - Keith A Kudrna Location: Beam Nr.06-Upper Level Floor Beam at Dormer over Garage t Suntel Design Multi-Loaded Multi-Span Beam �' 16865 Boones Ferry Rd of [2015 International Residential Code(2015 NDS)] „_„., 11#;r,— — Lake Oswego,Oregon 97035 (2) 1.5 INx11.25INx3.5FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.5 8/8/2017 3:17:33 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 UMAX Dead Load 0.00 in Total Load 0.01 IN U5437 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A 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 TRI BEAM DATA Center Span Length 3.5 ft Unbraced Length-Top 0 ft 3.6 n 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 Adiusted 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.1 to Grain: Fc- = 625 psi Fc- = 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: 1549 lb Left Dead Load 290 plf At a distance d 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): 12.91 in2 33.75 in2 Moment of Inertia(deflection): 15.71 in4 355.96 in4 Moment: 2322 ft-lb 4482 ft-lb Shear: 1549 lb 4050 lb NOTES Project: Birch i page Keith A Kudrna Location: Beam Nr.07-Garage Door Header Suntel Design Multi-Loaded Multi-Span Beam ..444* 16865 Boones Ferry Rd of [2015 International Residential Code(2015 NDS)] - 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 10.0.1.5 8/8/2017 3:17:33 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: U240 REACTIONS A B 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 11111111111.11 Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.18 Notch Depth 0.00 Uniform Live Load 80 plf 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.-L to Grain: Fc--I-= 650 psi Fc-J-'= 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: -3172 lb Load Start 0 ft 12.5 ft At a distanced from right 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): 17.96 in2 47.25 in2 Moment of Inertia(deflection): 361.06 in4 717.61 in4 Moment: 11216 ft-lb 21263 ft-lb Shear: -3172 lb 8348 lb NOTES 1' page Project: Birch m J Keith A Kudrna Location: Beam Nr.08-Roof Beam in Front of Garage g � _; 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 12.0 IN x 18.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.5 8/8/2017 3:17:34 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 1 REACTIONS A B Live Load 1032 lb 1386 lb Dead Load 919 lb 1386 lb Total Load 1951 lb 2772 lb TRI TR2 Bearing Length 0.86 in 1.22 in w BEAM DATA Center Span Length 18.5 ft Unbraced Length-Top 0 ft rillijill Unbraced Length-Bottom 18.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.39 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 60 plf 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-1= 650 psi Fc-1'= 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: -2602 lb Load Start 0 ft 13.33 ft At a distance d from right 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): 14.73 in2 42 in2 Moment of Inertia(deflection): 429.49 in4 504 in4 Moment: 11960 ft-lb 16800 ft-lb Shear: -2602 lb 7420 lb NOTES Y y Protect: Birch '14'1,t-',e,, page - -- Keith A Kudrna Location: Beam Nr.09-Front Porch Roof Beam next to Garage ; Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2015 International Residential Code(2015 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 10.0.1.5 8/8/2017 3:17:34 PM Section Adequate By:26.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/4012 Dead Load 0.02 in Total Load 0.03 IN L/2082 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 1377 lb 938 lb Dead Load 1249 lb 842 lb Total Load 2626 lb 1780 lb Bearing Length 1.20 in 0.81 in W BEAM DATA Center Span Length 5.5 ftIL Unbraced Length-Top 0 ft 5.5 ft B Unbraced Length-Bottom 5.5 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 Adiusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 935 psi Total Uniform Load 8 plf Cd=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 1400 lb Comp.1 to Grain: Fc-1= 625 psi Fc--I-'= 625 psi Location 2 ft Controlling Moment: 4556 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.04 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 195 plf 150 plf Controlling Shear: 2314 lb Left Dead Load 130 plf 110 plf At a distance d from left support of span 2(Center Span) Right Live Load 195 plf 150 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 130 plf 110 plf Load Start 0 ft 2 ft Comparisons with required sections: Req'd Provided Load End 2 ft 5.5 ft Section Modulus: 58.47 in3 73.83 in3 Load Length 2 ft 3.5 ft Area(Shear): 19.29 in2 39.38 in2 Moment of Inertia(deflection): 47.87 in4 415.28 in4 Moment: 4556 ft-lb 5752 ft-lb Shear: 2314 lb 4725 lb NOTES page Protect: Keith A Kudrna Location: Footing"B" f' ;. Suntel Design Footing 16865 Boones Ferry Rd or [2012 International Building Code(2012 NDS)] :..-w, - Lake Oswego,Oregon 97035 Footing Size:3.167 FT x 3.167 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.1.7 9/17/2015 1:14:49 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi RECEIVED Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.17 ft r1 Length: L= 3.17 ft NOV 212017 Depth: Depth= 12 in {p Effective Depth to Top Layer of Steel: d= 8.25 in � �F TXGA � COLUMN AND BASEPLATE SIZE BUII DI+G DIVISION` Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1246 psf I-4in-1 Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I I Required Footing Area: Areq= 9.26 sf Area Provided: A= 10.03 sf Baseplate Bearing: Bearing Required: Bear= 17500 lb 12 in Allowable Bearing: Bear-A= 44200 lb o n Beam Shear Calculations(One Way Shear): T Beam Shear: Vu1 = 4951 lb 3 in Allowable Beam Shear: Vc1 = 23515 lb y Punching Shear Calculations(Two Way Shear): 3.167 ft Critical Perimeter: Bo= 49 in , Punching Shear: Vu2= 15682 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb Dead Load: PD= 12500 lb Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Total Load: PT= 12500 lb Controlling Allowable Punching Shear: vc2= 60638 lb Ultimate Factored Load: Pu= 17500 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 970 lb Factored Moment: Mu= 83134 in-lb Nominal Moment Strength: Mn= 282847 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 in Steel Required Based on Moment: As(1)= 0.28 in2 Min.Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.91 in2 Controlling Reinforcing Steel: As-reqd= 0.91 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 1 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 16 in Note: Plain concrete adequate for bending, therefore adequate development length not required.