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Specifications (77) Project: Providence_Biggi Construction_Lot 8 Oak Woods / ' page II, 10Keith A Kudrna Location: Beam Nr.01 -Garage Door Header g- f',21 Suntel Design Multi-Loaded Multi-Span Beam ,.,,' C E I V E D '-- 0 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] -„ -----Lake Oswego,Oregon 97035 5.5 IN x 19.5IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use �AY 4 2017 StruCalc Version 9.0.2.5 2/9/2017 4:26:02 PM Section Adequate By:43.1% CI i r uARD Controlling Factor: Moment BUILDING DIVISION DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN L/924 Dead Load 0.16 in Total Load 0.38 IN L/522 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 I REACTIONS A B 2 Live Load 6228 lb 6008 lb Dead Load 4841 lb 4693 lb Total Load 11069 lb 10701 lb TR3 Bearing Length 3.10 in 2.99 in TR1 TR2 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 Camber Required 0.16 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 23 plf 24F-V4-Visually Graded Western Species Total Uniform Load 23 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2326 psi Live Load 625 lb 625 lb Cd=1.00 Cv=0.97 Dead Load 675 lb 675 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.33 ft 14.17 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.L to Grain: Fc-L= 650 psi Fc-L'= 650 psi Load Number One Two Three Left Live Load 430 plf 375 plf 360 plf Controlling Moment: 47218 ft-lb Left Dead Load 287 plf 250 plf 280 plf 8.09 Ft from left support of span 2(Center Span) Right Live Load 430 plf 375 plf 360 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 287 plf 250 plf 280 plf Controlling Shear: 11069 lb Load Start 0 ft 9.75 ft 2.33 ft At left support of span 2(Center Span) Load End 9.75 ft 16.5 ft 14.17 ft Created by combining all dead loads and live loads on span(s)2 Load Length 9.75 ft 6.75 ft 11.84 ft Comparisons with required sections: Read Provided Section Modulus: 243.64 in3 348.56 in3 Area(Shear): 62.65 in2 107.25 in2 Moment of Inertia(deflection): 1561.73 in4 3398.48 in4 Moment: 47218 ft-lb 67551 ft-lb Shear: 11069 lb 18948 lb NOTES Project: Providence_Biggi Construction_Lot 8 Oak Woods W/ page w' IlKeith A Kudrna Location: Beam Nr.02-Roof Beam at Porch Near Entry Suntel Design Roof Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] Lake Oswego,Oregon 97035 3.5 IN x 11.25 IN x 8.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 2/9/2017 4:26:03 PM Section Adequate By:44.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1637 Dead Load 0.03 in Total Load 0.09 IN L/1074 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1498 lb 1498 lb Dead Load 785 lb 785 lb Total Load 2283 lb 2283 lb Bearing Length 1.04 in 1.04 in BEAM DATA Span Length 8.5 ft Unbraced Length-Top 0 ft AIL8.5 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 Roof Live Load: LL= 30 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 900 psi Fb'= 1139 psi Tributary Width: TW= 1.5 ft Cd=1.15 CF=1.10 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= 10.3 ft Comp. L to Grain: Fc--1-= 625 psi Fc- = 625 psi Wall Load: WALL= 0 Controlling Moment: 4852 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: -2283 lb Beam Self Weight: BSW= 9 plf At support. Beam Uniform Live Load: wL= 353 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 185 plf Total Uniform Load: wT= 537 plf Comparisons with required sections: Reo'd Provided Section Modulus: 51.14 in3 73.83 in3 Area(Shear): 16.55 in2 39.38 in2 Moment of Inertia(deflection): 69.59 in4 415.28 in4 Moment: 4852 ft-lb 7004 ft-lb Shear: -2283 lb 5434 lb NOTES Project: Providence_Biggi Construction_Lot 8 Oak Woods x owlet- page IP Keith A Kudrna 46 Location: Beam Nr.03-Rear Deck Beam ,: ;;w1 Suntel Design Uniformly Loaded Floor Beam16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] - ,, Lake Oswego, Oregon 97035 5.5 INx11.25INx12.0FT #1 -Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 2/9/2017 4:26:03 PM Section Adequate By:74.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/934 Dead Load 0.03 in Total Load 0.19 IN L/775 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2070 lb 2070 lb Dead Load 425 lb 425 lb Total Load 2495 lb 2495 lb Bearing Length 0.73 in 0.73 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft AIL12 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #1 -Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 60 psf 60 psf Bending Stress: Fb= 1350 psi Fb'= 1350 psi Floor Dead Load FDL= 10 psf 10 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 5.8 ft 0 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 Comp.1 to Grain: Fc- = 625 psi Fc-1'= 625 psi Beam Total Live Load: wL= 345 plf Controlling Moment: 7486 ft-lb Beam Total Dead Load: wD= 58 plf Beam Self Weight: BSW= 13 plf 6.0 ft from left support Total Maximum Load: wT= 416 plf Created by combining all dead and live loads. Controlling Shear: 2495 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 66.55 in3 116.02 in3 Area(Shear): 22.02 in2 61.88 in2 Moment of Inertia(deflection): 251.46 in4 652.59 in4 Moment: 7486 ft-lb 13052 ft-lb Shear: 2495 lb 7013 lb NOTES Project: Providence_Biggi Construction_Lot 8 Oak Woods lie, '. {;2#, page Keith A Kudrna Location: Beam Nr. 04-Middle Bedroom Window Header1-1,-.,„.,-'1,„,'"A°" Suntel Design Uniformly Loaded Floor Beam ' - 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] Lake Oswego,Oregon 97035 5.5 INx11.25INx5.5FT #1 -Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 2/9/2017 4:26:03 PM Section Adequate By:31.6% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3727 Dead Load 0.01 in Total Load 0.03 IN L/2443 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1535 lb 3503 lb Dead Load 822 lb 1827 lb Total Load 2357 lb 5330 lb Bearing Length 0.69 in 1.55 in BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft ss n Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #1 -Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 1350 psi Fb'= 1350 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 7.3 ft 0 ft Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Point Live Load LL= 3425 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Point Dead Load DL= 1750 lb Comp.1 to Grain: Fc--L= 625 psi Fc-1'= 625 psi Point Load Location @ 4.3 ft Controlling Moment: 5908 ft-lb Wall Load WALL= 40 plf 2.75 ft from left support BEAM LOADING Created by combining all dead and live loads. Beam Total Live Load: wL= 293 plf Controlling Shear: -5330 lb Beam Total Dead Load: wD= 150 plf At support. Beam Self Weight: BSW= 13 plf Created by combining all dead and live loads. Total Maximum Load: wT= 457 plf Comparisons with required sections: Read Provided Section Modulus: 52.51 in3 116.02 in3 Area(Shear): 47.03 in2 61.88 in2 Moment of Inertia(deflection): 64.12 in4 652.59 in4 Moment: 5908 ft-lb 13052 ft-lb Shear: -5330 lb 7013 lb NOTES Project: Providence_Biggi Construction_Lot 8 Oak Woods " ¢ ,� page --' Sunh A Kudrna / Location: Beam Nr.05-Lower Level Great Room Slider Header ;r f�,�, Suntel Design Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] �;r.::.;.',- .-Lake Oswego,Oregon 97035 5.5 IN x 11.25 IN x 6.5 FT #1 -Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 2/9/2017 4:26:03 PM Section Adequate By:36.7% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2047 Dead Load 0.02 in Total Load 0.06 IN L/1344 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3368 lb 2002 lb i Dead Load 1761 lb 1069 lb Total Load 5129 lb 3071 lb Bearing Length 1.49 in 0.89 in BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft - 6.5 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #1 -Douglas-Fir-Larch Side 1ide 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 1350 psi Fb'= 1350 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 7 ft 0 ft Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Point Live Load LL= 3550 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Point Dead Load DL= 1800 lb Comp.1 to Grain: Fc- L= 625 psi Fc--I'= 625 psi Point Load Location @ 2 ft Controlling Moment: 9364 ft-lb Wall Load WALL= 40 plf 3.25 ft from left support BEAM LOADING Created by combining all dead and live loads. Beam Total Live Load: wL= 280 plf Controlling Shear: 5129 lb Beam Total Dead Load: wD= 145 plf At support. Beam Self Weight: BSW= 13 plf Created by combining all dead and live loads. Total Maximum Load: wT= 438 plf Comparisons with required sections: Read Provided Section Modulus: 83.24 in3 116.02 in3 Area(Shear): 45.25 in2 61.88 in2 Moment of Inertia(deflection): 116.56 in4 652.59 in4 Moment: 9364 ft-lb 13052 ft-lb Shear: 5129 lb 7013 lb NOTES Project:Providence_Biggi Construction_Lot 8 Oak Woods "s+�# «' page 'Keith A Kudrna Location: Beam Nr.07-Upper Level Floor Beam over Great Room Z1 Suntel Design Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] a µLake Oswego,Oregon 97035 6.75 IN x 15.0 IN x 18.75 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 2/9/2017 4:26:04 PM Section Adequate By:82.9% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.34 IN L/658 Dead Load 0.15 in Total Load 0.49 IN L/461 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3938 lb 3938 lb Dead Load 1682 lb 1682 lb Total Load 5620 lb 5620 lb Bearing Length 1.28 in 1.28 in BEAM DATA Center Span Length 18.75 ft Unbraced Length-Top 0 ft 18.75 ft Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.15 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= 3.5 ft 7 ft Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2309 psi Wall Load WALL= 0 plf Cd=1.00 Cv=0.96 BEAM LOADING Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Total Live Load: wL= 420 plf Cd=1.00 Beam Total Dead Load: wD= 158 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 22 plf Comp.1 to Grain: Fc- = 650 psi Fc-L'= 650 psi Total Maximum Load: wT= 599 plf Controlling Moment: 26343 ft-lb 9.375 ft from left support Created by combining all dead and live loads. Controlling Shear: 5620 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 136.89 in3 253.13 in3 Area(Shear): 31.81 in2 101.25 in2 Moment of Inertia(deflection): 1038.04 in4 1898.44 in4 Moment: 26343 ft-lb 48712 ft-lb Shear: 5620 lb 17888 lb NOTES • Project: Providence_Biggi Construction_Lot 8 Oak Woods IM1 'MI Ppage Keith A Kudrna / Location: Beam Nr.08-Main Level Floor Beam in Crawlspace ;�;��� Suntel Design Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] . Lake Oswego, Oregon 97035 3.5 IN x 11.25 IN x 6.33 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 2/9/2017 4:26:04 PM ' Section Adequate By: 107.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3327 Dead Load 0.01 in Total Load 0.03 IN L/2385 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1329 lb 1329 lb Dead Load 526 lb 526 lb Total Load 1855 lb 1855 lb Bearing Length 0.85 in 0.85 in SEAM DATA Center Span Length 6.33 ft Unbraced Length-Top 0 ft 6.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 900 psi Fb'= 990 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CF=1.10 Floor Tributary Width FTW= 6.3 ft 4.3 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.-I-to Grain: Fc- = 625 psi Fc--- = 625 psi Beam Total Live Load: wL= 420 plf Controlling Moment: 2935 ftIb Beam Total Dead Load: wD= 158 plf 3.165 ft from left support Beam Self Weight: BSW= 9 plf Created by combining all dead and live loads. Total Maximum Load: wT= 586 plf Controlling Shear: -1855 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 35.58 in3 73.83 in3 Area(Shear): 15.46 in2 39.38 in2 Moment of Inertia(deflection): 44.93 in4 415.28 in4 Moment: 2935 ft-lb 6091 ft-lb Shear: -1855 lb 4725 lb NOTES I • • page Project: Providence_Biggi Construction_Lot 8 Oak Woods I.Keith A Kudrna Location: Beam Nr.09-Main Level Floor Beam in Crawlspace Suntel Design Multi-Loaded Multi-Span Beam16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] 1 :;»-,a • — Lake Oswego,Oregon 97035 3.5 INx11.25INx7.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 2/9/2017 4:26:04 PM Section Adequate By:4.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1576 Dead Load 0.02 in Total Load 0.07 IN L/1134 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1909 lb 2263 lb Dead Load 748 lb 882 lb Total Load 2657 lb 3145 lb TR2 Bearing Length 1.21 in 1.44 in w BEAM DATA Center Span Length 7 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 310 plf #2-Douglas-Fir-Larch Uniform Dead Load 116 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 435 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 650 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 250 Ib Comp.1 to Grain: Fc-1= 625 psi Fc--- = 625 psi Location 3.25 ft Controlling Moment: 5835 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.29 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 70 plf 300 plf Controlling Shear: -3145 lb Left Dead Load 26 plf 113 plf At right support of span 2(Center Span) Right Live Load 70 plf 300 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 26 plf 113 plf Load Start 0 ft 3.25 ft Comparisons with required sections: Read Provided Load End 3.25 ft 7 ft Section Modulus: 70.73 in3 73.83 in3 Load Length 3.25 ft 3.75 ft Area(Shear): 26.21 in2 39.38 in2 Moment of Inertia(deflection): 94.85 in4 415.28 in4 Moment: 5835 ft-lb 6091 ft-lb Shear: -3145 lb 4725 lb NOTES 4 page Project: Providence_Biggi Construction_Lot 8 Oak Woods i ' Keith A Kudrna / Location: Beam Nr. 10-Main Level Floor Beam in Crawlspace _ =�1 Suntel Design Uniformly Loaded Floor Beam ` 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] ' wr -w Lake Oswego,Oregon 97035 3.5 IN x 11.25 IN x 6.66 FT#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 2/9/2017 4:26:05 PM Section Adequate By:31.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1989 Dead Load 0.02 in Total Load 0.06 IN L/1432 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2009 lb 2009 lb Dead Load 782 lb 782 lb Total Load 2791 lb 2791 lb Bearing Length 1.28 in 1.28 in BEAM DATA Center Span Length 6.66 ft Unbraced Length-Top 0 ft A 6.66 ft B Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 900 psi Fb'= 990 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CF=1.10 Floor Tributary Width FTW= 7.8 ft 7.3 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 SEAM LOADING Comp.1 to Grain: Fc- L= 625 psi Fc- = 625 psi Beam Total Live Load: wL= 603 plf Controlling Moment: 4646 ftIb Beam Total Dead Load: wD= 226 plf 3.33 ft from left support Beam Self Weight: BSW= 9 plf Created by combining all dead and live loads. Total Maximum Load: wT= 838 plf Controlling Shear: 2790 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 56.31 in3 73.83 in3 Area(Shear): 23.25 in2 39.38 in2 Moment of Inertia(deflection): 75.16 in4 415.28 in4 Moment: 4646 ft-lb 6091 ft-lb Shear: 2790 lb 4725 lb NOTES 1 Project: Providence_Biggi Construction_Lot 8 Oak Woods f ' 4 page -.—.�—F—• KeithAKudrna Location: Beam Nr. 11 -Rear Patio Roof Beam I^* Suntel Design Roof Beam4'' `' 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] Lake Oswego,Oregon 97035 3.5 IN x 11.25 IN x 10.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/9/2017 4:26:05 PM Section Adequate By: 59.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1570 Dead Load 0.04 in Total Load 0.12 IN L/1018 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1024 lb 1024 lb Dead Load 556 lb 556 lb Total Load 1580 lb 1580 lb Bearing Length 0.72 in 0.72 in BEAM DATA Span Length 10.5 ft Unbraced Length-Top 0 ft 10.5 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'= 1075 psi Tributary Width: TW= 1.5 ft Cd=1.15 CF=1.10 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 Comp. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Wall Load: WALL= 0 Controlling Moment: 4146 ft-lb plf 5.25 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 10.5 ft Controlling Shear: -1580 lb Beam Self Weight: BSW= 8 plf At support. Beam Uniform Live Load: wL= 195 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 106 plf Comparisons with required sections: Redd Provided Total Uniform Load: wT= 301 plf Section Modulus: 46.27 in3 73.83 in3 Area(Shear): 11.45 in2 39.38 in2 Moment of Inertia(deflection): 73.46 in4 415.28 in4 Moment: 4146 ft-lb 6615 ft-lb Shear: -1580 lb 5434 lb NOTES page Project: IpJ .,�y'"3 Keith A Kudrna Location: Footingh "B" r;; Suntel Design Footing m 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] 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. ENV/(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 RECEIVED Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in MAY 4 2017 FOOTING SIZE Width: W= 3.17 ft Ci)Y .:....'i- iICafsrrD Length: L= 3.17 ft BUILDING DIVISION Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1246 psf I-4 in-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 12in Allowable Bearing: Bear-A= 44200 lb 0 Beam Shear Calculations(One Way Shear): T Beam Shear: Vu1 = 4951 lb 3 in Allowable Beam Shear: Vc1 = 23515 lb 1 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 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.