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Plans dn 9. /D%53� � Project:Azalea D_Hickory_Windwood Homes Beams £., page .— Keith A Kudrna Location: Beam Nr.01 -Ceiling Beam at Nook Suntel Design Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of [2012 International Building Code(2015 NDS)] A Lake Oswego,Oregon 97035 5.5 INx11.5INx11.0FT #1 -Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/15/2018 3:24:52 PM Section Adequate By:31.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/912 „„,* > " +� wr. 1....,. �Y 'Le€.,." Dead Load 0.06 in Total Load 0.20 IN L/650 NQV 2 7 2018 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B CITY OF TIGARD Live Load 2695 lb 2695 lb BUILDING DIVISION Dead Load 1086 lb 1086 lb Total Load 3781 lb 3781 lb Bearing Length 1.10 in 1.10 in BEAM DATA Center Span Length 11 ft , , , , . ,.il Unbraced Length-Top 1.33 ft - - -- --- 11 ft -- Floor Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #1 -Douglas-Fir-Larch Side 1 Side 2 Base Values Adiusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 1350 psi Fb'= 1348 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CI=1.00 CF=1.00 Floor Tributary Width FTW= 7.5 ft 4.8 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= 490 plf Comp.1-to Grain: Fc-1= 625 psi Fc- 625 psi Beam Total Dead Load: wD= 184 plf Controlling Moment: 10398 ft-lb Beam Self Weight: BSW= 14 plf 5.5 ft from left support Total Maximum Load: wT= 687 plf Created by combining all dead and live loads. Controlling Shear: 3176 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Reed Provided Section Modulus: 92.54 in3 121.23 in3 Area(Shear): 28.02 in2 63.25 in2 Moment of Inertia(deflection): 275.1 in4 697.07 in4 Moment: 10398 ft-lb 13621 ft-lb Shear: 3176 lb 7168 lb NOTES Project:Azalea D_Hickory_Windwood Homes Beamsvij ., page Keith A Kudrna Location: Beam Nr.02-Ceiling Beam at Kitchen Suntel Design / Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of [2012 International Building Code(2015 NDS)] Lake Oswego,Oregon 97035 5.5 IN x 11.5 IN x 12.5 FT #1 -Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/15/2018 3:24:53 PM Section Adequate By: 1.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.24 IN L/622 Dead Load 0.10 in Total Load 0.34 IN L/443 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3063 lb 3063 lb Dead Load 1234 lb 1234 lb Total Load 4297 lb 4297 lb Bearing Length 1.25 in 1.25 in BEAM DATA Center Span Length 12.5 ft Unbraced Length-Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #1 -Douglas-Fir-Larch Side 1 Side 2 Base Values Adiusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 1350 psi Fb'= 1348 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 C1=1.00 CF=1.00 Floor Tributary Width FTW= 7.5 ft 4.8 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= 490 plf Comp.-1-to Grain: Fc--1-= 625 psi Fc--L'= 625 psi Beam Total Dead Load: wD= 184 plf Beam Self Weight: BSW= 14 plf Controlling Moment: 13427 ft Ib Total Maximum Load: wT= 687 plf 6.25 ft from left support Created by combining all dead and live loads. Controlling Shear: -3695 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 119.5 in3 121.23 in3 Area(Shear): 32.6 in2 63.25 in2 Moment of Inertia(deflection): 403.68 in4 697.07 in4 Moment: 13427 ft-lb 13621 ft-lb Shear: -3695 lb 7168 lb NOTES Project:Azalea D_Hickory_Windwood Homes_Beams page • f _ Keith A Kudrna Location: Beam Nr.03-Ceiling Beam at Stairs Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd or [2012 International Building Code(2015 NDS)] 'w Lake Oswego, Oregon 97035 (2) 1.5 IN x 11.25 IN x 11.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/15/2018 3:24:53 PM Section Adequate By:48.6% 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 0.09 IN L/1442 Dead Load 0.03 in Total Load 0.12 IN L/1077 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 860 lb 945 lb Dead Load 291 lb 323 lb Total Load 1151 lb 1268 lbTR2R Bearing Length 0.61 in 0.68 in �R� ,.:...... w BEAM DATA Center Span Length 11 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 11 ft Live Load Duration Factor 1,00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 75 plf #2-Douglas-Fir-Larch Uniform Dead Load 15 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 97 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two Cd=1.00 Left Live Load 80 plf 140 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 30 plf 53 plf Comp.L to Grain: Fc- = 625 psi Fc-1'= 625 psi Right Live Load 80 plf 140 plf Right Dead Load 30 plf 53 plf Controlling Moment: 3194 ftIb Load Start 5.5 Ft from left support of span 2(Center Span) Load Enndd0 ft 9.33 ft 9.33 ft 11 ft Created by combining all dead loads and live loads on span(s)2 Load Length 9.33 ft 1.67 ft Controlling Shear: -1013 lb At a distance d from right 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: 42.58 in3 63.28 in3 Area(Shear): 8.44 in2 33.75 in2 Moment of Inertia(deflection): 88.86 in4 355.96 in4 Moment: 3194 ft-lb 4746 ft-lb Shear: -1013 lb 4050 lb NOTES Project:Azalea D_Hickory_Windwood Homes_Beams .WKeith A Kudrna page Location: Beam Nr.04-Carrier Beam at Stairs Suntel Design / Multi-Span Floor Beam 16865 Boones Ferry Rd of [2012 International Building Code(2015 NDS)] Lake Oswego,Oregon 97035 (2) 1.5 IN x 11.25 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1,6 11/15/2018 3:24:53 PM Section Adequate By:35.6% 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 0.03 IN L/2776 Dead Load 0.03 in Total Load 0.06 IN L/1520 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 685 lb 630 lb Dead Load 632 lb 607 lb Total Load 1317 lb 1237 lb Bearing Length 0.70 in 0.66 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft $ft B Unbraced Length-Bottom 8 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING Center MATERIAL PROPERTIES Floor Live Load FLL= 40 psf #2-Douglas-Fir-Larch Floor Dead Load FDL= 15 psf Base Values Adiusted Floor Tributary Width Side One TW1 = 1 ft Bending Stress: Fb= 900 psi Fb'= 900 psi Floor Tributary Width Side Two TW2= 1 ft Cd=1.00 CF=1.00 Wall Load WALL= 80 plf Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 675 lb Min. Mod. of Elasticity: Emin= 580 ksi E_min'= 580 ksi Dead Load 300 lb Comp. L to Grain: Fc- 1 = 625 psi Fc--- = 625 psi Location 3.67 ft Controlling Moment: 3501 ft-lb BEAM LOADING Center 3.68 Ft from left support of span 2(Center Span) Reduced Floor Live Load 40 psf Created by combining all dead loads and live loads on span(s)2 Total Live Load 80 plf Controlling Shear: 1143 lb Total Dead Load 110 plf At a distance d from left support of span 2(Center Span) Beam Self Weight 7 plf Created by combining all dead loads and live loads on span(s)2 Total Load 197 plf Comparisons with required sections: Read Provided Section Modulus: 46.68 in3 63.28 in3 Area(Shear): 9.53 in2 33.75 in2 Moment of Inertia(deflection): 56.22 in4 355.96 in4 Moment: 3501 ft-lb 4746 ft-lb Shear: 1143 lb 4050 lb NOTES Project:Azalea D_Hickory_Windwood Homes_Beams fr. , Keipage th A Kudrna Location: Beam Nr.05-Roof Beam at Entry * ,i Suntel Design Multi-Loaded Multi-Span Beam `� 16865 Boones Ferry Rd of [2012 International Building Code(2015 NDS)] : 'F a, `:Lake Oswego,Oregon 97035 3.5 IN x 15.0 IN x 6.5 FT 24F-V4-Visually Graded Western Species-Wet Use StruCalc Version 10.0.1.6 11/15/2018 3:24:53 PM Section Adequate By:4.9% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2957 Dead Load 0.02 in Total Load 0.05 IN L/1692 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1706 lb 7325 lb Dead Load 1270 lb 5473 lb Total Load 2976 lb 12798 lb Bearing Length 2.47 in 10.61 in TR2 BEAM DATA Center . ... . .. . ... .a w"a Span Length 6.5 ft Unbraced Length-Top 1.33 ft 5 ftB Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 11 plf 24F-V4-Visually Graded Western Species Total Uniform Load 11 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 1911 psi Live Load 6925 lb Cm=0.80 CI=1.00 Dead Load 5125 lb Shear Stress: Fv= 265 psi Fv'= 232 psi Location 5.66 ft Cd=1.00 Cm=0.88 Modulus of Elasticity: E= 1800 ksi E'= 1499 ksi TRAPEZOIDAL LOADS-CENTER SPAN Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 775 ksi Load Number One Two Cm=0.83 Left Live Load 195 plf 500 plf Comp. L to Grain: Fc- L= 650 psi Fc-1'= 345 psi Left Dead Load 130 plf 384 plf Cm=0.53 Right Live Load 195 plf 500 plf Right Dead Load 130 plf 384 plf Controlling Moment: 10434 ft-lb Load Start 0 ft 3.75 ft 5.66 Ft from left support of span 2(Center Span) Load End 3.75 ft 6.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3.75 ft 2.75 ft Controlling Shear: -7740 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 65.51 in3 131.25 in3 Area(Shear): 50.07 in2 52.5 in2 Moment of Inertia(deflection): 139.66 in4 984.38 in4 Moment: 10434 ft-lb 20906 ft-lb Shear: -7740 lb 8116 lb NOTES Project:Azalea D_Hickory_Windwood Homes Beams41:zi '-'r page IP Keith A Kudrna / Location: Beam Nr.06-Upper Level Floor Beam at Garage ��. �., Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2012 International Building Code(2015 NDS)] No===.2, Oswego, Oregon 97035 5.5 IN x 18.0 IN x 15.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/15/2018 3:24:54 PM Section Adequate By:20.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/941 Dead Load 0.14 in Total Load 0.33 IN L/548 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3121 lb 8108 lb Dead Load 2219 lb 5800 lb Total Load 5340 lb 13908 lb Bearing Length 1.49 in 3.89 in BEAM DATA Center . Span Length 15 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 Camber Required 0 UNIFORM LOADS Center Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 21 plf 24F-V4-Visually Graded Western Species Total Uniform Load 21 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2367 psi Cd-;/.00 Cv=0.99 Live Load 6775 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 4975 Ib Location 10.5 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--- = 650 psi Load Number One Two Left Live Load 80 plf 803 plf Controlling Moment: 48822 ft-lb Left Dead Load 30 plf 535 plf 10.5 Ft from left support of span 2(Center Span) Right Live Load 80 plf 803 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 30 plf 535 plf Controlling Shear: -11869 lb Load Start 0 ft 10.5 ft At a distanced from right support of span 2(Center Span) Load End 10.5 ft 15 ft Created by combining all dead loads and live loads on span(s)2 Load Length 10.5 ft 4.5 ft Comparisons with required sections: Read Provided Section Modulus: 247.54 in3 297 in3 Area(Shear): 67.18 in2 99 in2 Moment of Inertia(deflection): 1171.65 in4 2673 in4 Moment: 48822 ft-lb 58576 ft-lb Shear: -11869 lb 17490 lb NOTES Project:Azalea D_Hickory_Windwood Homes_Beams 3 `r page a Door Header , `'Keith A Kudrna Location: Beam Nr. 07-Garage Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2012 International Building Code(2015 NDS)] Lake Oswego,Oregon 97035 3.5 IN x 13.5 IN x 14.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/15/2018 3:24:54 PM Section Adequate By:38.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.22 IN L/789 Dead Load 0.21 in Total Load 0.43 IN L/401 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1600 lb 1980 lb Dead Load 1743 lb 1751 lb Total Load 3343 lb 3731 lbw Bearing Length 1.47 in 1.64 in w BEAM DATA Center Span Length 14.5 ft Unbraced Length-Top 2 ft Unbraced Length-Bottom 14.5 ftMEIMFTI Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 30 plf Notch Depth 0.00 Uniform Dead Load 20 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 60 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2384 psi Cd=1.00 C1=0.99 Live Load 1575 lb Dead Load 1125 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 10 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.1 to Grain: Fc- L= 650 psi Fc-L'= 650 psi Left Live Load 130 plf 60 plf Left Dead Load 175 plf 40 plf Controlling Moment: 15297 ft-lb Right Live Load 130 plf 60 plf 9.14 Ft from left support of span 2(Center Span) Right Dead Load 175 plf 40 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 10 ft Controlling Shear: -3568 lb Load End 10 ft 14.5 ft At a distance d from right support of span 2(Center Span) Load Length 10 ft 4.5 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reed Provided Section Modulus: 76.99 in3 106.31 in3 Area(Shear): 20.2 in2 47.25 in2 Moment of Inertia(deflection): 429.3 in4 717.61 in4 Moment: 15297 ft-lb 21123 ft-lb Shear: -3568 lb 8348 lb NOTES Project:Azalea D_Hickory_Windwood Homes Beams f page -- '��wKeith A Kudrna Location: Beam Nr. 08-Roof Beam at Garage Suntel Design / Roof Beam 16865 Boones Ferry Rd or [2012 International Building Code(2015 NDS)] 'w':: 'Lake Oswego, Oregon 97035 3.5 IN x 11.25 IN x 15.5 FT #2-Douglas-Fir-Larch-Wet Use StruCalc Version 10.0.1.6 11/15/2018 3:24:54 PM Section Adequate By:2.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.30 IN L/613 Dead Load 0.19 in Total Load 0.49 IN L/378 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1083 lb 1083 lb Dead Load 672 lb 672 lb Total Load 1755 lb 1755 lb Bearing Length 1.20 in 1.20 in BEAM DATA Span Length 15.5 ft Unbraced Length-Top 2 ft - 15.5 ft Unbraced Length-Bottom 0 ft Roof Pitch 6 :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'= 1133 psi Tributary Width: TW= 2.7 ft Cd=1.15 CI=1.00 CF=1.10 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= 2 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 1= 625 psi Fc- L'= 419 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Cm=0.67 Adjusted Beam Length: Ladj= 15.5 ft Controlling Moment: 6802 ft-lb Beam Self Weight: BSW= 9 plf 7.75 ft from left support Beam Uniform Live Load: wL= 140 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 87 plf Controlling Shear: 1545 Ib Total Uniform Load: wT= 226 plf At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 72.01 in3 73.83 in3 Area(Shear): 11.54 in2 39.38 in2 Moment of Inertia(deflection): 197.64 in4 415.28 in4 Moment: 6802 ft-lb 6973 ft-lb Shear: -1545 lb 5271 lb NOTES Project:Azalea D_Hickory_Windwood Homes_Beams fi Page t' Keith A Kudrna Location: Beam Nr. 09-Carrier Beam at Entry RoofSuntel Design Multi-Span Roof Beams`'" 16865 Boones Ferry Rd of [2012 International Building Code(2015 NDS)] .'. Lake Oswego, Oregon 97035 3.5 IN x 11.25 IN x 4.5 FT #2-Douglas-Fir-Larch-Wet Use StruCalc Version 10.0.1.6 11/15/2018 3:24:54 PM Section Adequate By: 160.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6201 Dead Load 0.01 in Total Load 0.01 IN L/3848 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1016 lb 894 lb Dead Load 621 lb 546 lb Total Load 1637 lb 1440 lb 1 Bearing Length 1.12 in 0.98 in BEAM DATA Center Span Length 4.5 ft : <� Unbraced Length-Top 2 ft 4.5 ft Unbraced Length-Bottom 4.5 ft Roof Pitch 6 :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 Roof Tributary Width Side One TW1 = 4 ft Base Values Adjusted Roof Tributary Width Side Two TW2= 2 ft Bending Stress: Fb= 900 psi Fb'= 1133 psi Wall Load WALL= 0 plf Cd=1.15 CI=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 201 psi Load Number One Cd=1.15 Cm=0.97 Live Load 1100 lb Modulus of Elasticity: E= 1600 ksi E'= 1440 ksi Dead Load 675 lb Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 522 ksi Location 2 ft Cm=0.90 Comp.1 to Grain: Fc-1= 625 psi Fc- = 419 psi BEAM LOADING Center Cm=0.67 Total Live Load 180 plf Total Dead Load(Adjusted for Roof Pitch) 101 plf Controlling Moment: 2677 ft-lb Beam Self Weight 9 plf 2.03 Ft from left support of span 2(Center Span) Total Load 289 plf Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1376 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: Read Provided Section Modulus: 28.34 in3 73.83 in3 Area(Shear): 10.28 in2 39.38 in2 Moment of Inertia(deflection): 19.43 in4 415.28 in4 Moment: 2677 ft-lb 6973 ft-lb Shear: 1376 lb 5271 lb NOTES • Project:Azalea D_Hickory_Windwood Homes_Beams F page �� Location: Beam Ni. 10-Rear Deck Beam Keith A Kudrna / Suntel Design Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of [2012 International Building Code(2015 NDS)] .'„K Lake Oswego, Oregon 97035 3.5 IN x 7.25 IN x 9.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/15/2018 3:24:55 PM Section Adequate By:46.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/738 Dead Load 0.03 in Total Load 0.19 IN L/613 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 713 lb 713 lb Dead Load 145 lb 145 lb Total Load 858 lb 858 lb Bearing Length 0.39 in 0.39 in BEAM DATA Center 11 Span Length 9.5 ft Unbraced Length-Top 0 ft 9.5 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adiusted Floor Live Load FLL= 60 psf 0 psf Bending Stress: Fb= 900 psi Fb'= 1170 psi Floor Dead Load FDL= 10 psf 0 psf Cd=1.00 CF=1.30 Floor Tributary Width FTW= 2.5 ft 0 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.-1-to Grain: Fc-1= 625 psi Fc-1'= 625 psi Beam Total Live Load: wL= 150 plf Controlling Moment: 2036 ft Ib Beam Total Dead Load: wD= 25 plf Beam Self Weight: BSW= 6 plf 4.75 ft from left support Total Maximum Load: wT= 181 plf Created by combining all dead and live loads. Controlling Shear: -754 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 20.88 in3 30.66 in3 Area(Shear): 6.29 in2 25.38 in2 Moment of Inertia(deflection): 54.25 in4 111.15 in4 Moment: 2036 ft-lb 2989 ft-lb Shear: -754 lb 3045 lb NOTES page Project:Azalea D_Hickory_Windwood Homes Beams t,". -- 02Keith A Kudrna Location: Beam Nr. 11 -Great Room Window Header Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2012 International Building Code(2015 NDS)] M' - -Lake Oswego, Oregon 97035 3.5 INx11.25INx4.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/15/2018 3:24:55 PM Section Adequate By: 14.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4020 Dead Load 0.01 in Total Load 0.02 IN L/2292 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2635 lb 1084 lb Dead Load 1987 lb 857 lb Total Load 4622 lb 1941 lb TR Bearing Length 2.11 in 0.89 in :. ... . ..... ..... BEAM DATA Center Span Length 4.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4.5 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 Uniform Dead Load 15 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 64 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 2425 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1725 lb Comp.-I-to Grain: Fc- I = 625 psi Fc--I-'= 625 psi Location 1.5 ft Controlling Moment: 5319 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.49 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 743 plf 0 plf Controlling Shear: 3361 lb Left Dead Load 595 plf 40 plf At a distance d from left support of span 2(Center Span) Right Live Load 743 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 595 plf 40 plf Load Start 0 ft 1.5 ft Comparisons with required sections: Rea'd Provided Load End 1.5 ft 4.5 ft Section Modulus: 64.47 in3 73.83 in3 Load Length 1.5 ft 3 ft Area(Shear): 28.01 in2 39.38 in2 Moment of Inertia(deflection): 43.49 in4 415.28 in4 Moment: 5319 ft-lb 6091 ft-lb Shear: 3361 lb 4725 lb NOTES Project:Azalea D_Hickory_Windwood Homes Beams kw page 41 Keith A Kudrna Location: Beam Nr. 12-Great Room Window Header Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2012 International Building Code(2015 NDS)] Lake Oswego, Oregon 97035 3.5 IN x 11.25 IN x 4.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/15/2018 3:24:55 PM Section Adequate By:41.3% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6268 Dead Load 0.01 in Total Load 0.02 IN L/3539 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 654 lb 2633 lb Dead Load 546 lb 1974 lb Total Load 1200 lb 4607 lb TRI Bearing Length 0.55 in 2.11 in °~ w BEAM DATA Center Span Length 4.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4.5 ft111111111 Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 15 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 64 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: FN/= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 2425 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 1725 lb Comp.-L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Location 3.58 ft Controlling Moment: 3611 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.56 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 743 plf 0 plf Controlling Shear: -3345 lb Left Dead Load 595 plf 40 plf At a distance d from right support of span 2(Center Span) Right Live Load 743 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 595 plf 40 plf Load Start 3.58 ft 0 ft Comparisons with required sections: Rea'd Provided Load End 4.5 ft 3.58 ft Section Modulus: 43.77 in3 73.83 in3 Load Length 0.92 ft 3.58 ft Area(Shear): 27.87 in2 39.38 in2 Moment of Inertia(deflection): 28.16 in4 415.28 in4 Moment: 3611 ft-lb 6091 ft-lb Shear: -3345 lb 4725 lb NOTES Project:Azalea D_Hickory_Windwood Homes Beams ° 1 or.' page .--;� Keith A Kudrna Location: Beam Nr. 13-Dining Room Slider Header iF ;40, Suntel Design Combination Roof And Floor Beam 16865 Boones Ferry Rd of [2012 International Building Code(2015 NDS)] Lake Oswego, Oregon 97035 5.5 IN x 9.5 IN x 6.5 FT #1 -Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/15/2018 3:24:55 PM Section Adequate By:41.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1561 Dead Load 0.04 in Total Load 0.09 IN L/854 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2543 lb 2543 lb Dead Load 2106 lb 2106 lb Total Load 4649 lb 4649 lb Bearing Length 1.35 in 1.35 in BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft –A— 6.5 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 ROOF LOADING Side 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL= 30 psf 30 psf #1 -Douglas-Fir-Larch Roof Dead Load RDL= 20 psf 20 psf Base Values Adjusted Roof Tributary Width RTW= 23.3 ft 1.5 ft Bending Stress: Fb= 1350 psi Fb'= 1553 psi Cd=1.15 CF=1.00 FLOOR LOADING Shear Stress: Fv= 170 psi Fv'= 196 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 40 psf 0 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 15 psf 0 psf Comp..-1-to Grain: Fc-1= 625 psi Fc--I-'= 625 psi Floor Tributary Width FTW= 1 ft 0 ft Controlling Moment: 7555 ft-lb Wall Load WALL= 100 plf 3.25 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 743 plf Controlling Shear: -3534 lb Roof Uniform Dead Load: wD-roof= 522 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 Beam Self Weight: BSW= 11 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 783 plf Section Modulus: 58.4 in3 82.73 in3 Combined Uniform Dead Load: wD= 648 plf Area(Shear): 27.11 in2 52.25 in2 Combined Uniform Total Load: wT= 1431 plf Moment of Inertia(deflection): 110.48 in4 392.96 in4 Moment: 7555 ft-lb 10703 ft-lb Shear: -3534 lb 6810 lb NOTES Project:Azalea D_Hickory_Windwood Homes Beams t,.r. page `Keith A Kudrna Location: Beam Nr. 14-Garage Floor Framing Beam r"--; Suntel Design / Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of [2012 International Building Code(2015 NDS)] k Lake Oswego, Oregon 97035 5.5 IN x 12.0IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/15/2018 3:24:56 PM Section Adequate By: 59.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1264 Dead Load 0.06 in Total Load 0.13 IN L/717 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 4700 lb 4700 lb Dead Load 3582 lb 3582 lb Total Load 8282 lb 8282 lb Bearing Length 2,32 in 2.32 in BEAM DATA Center Span Length 8 ft i— Unbraced Length-Top 0 ft e rc Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.06 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 100 psf 100 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 75 psf 75 psf Base Values Adjusted Floor Tributary Width FTW= 6 ft 5.8 ft Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2400 psi Wall Load WALL= 0 plf Cd—=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi BEAM LOADING Cd=1.00 Beam Total Live Load: wL= 1175 plf Beam Total Dead Load: wD= 881 plf Modulus of Elasticity: E= 11800 ksi E'=1 1800 ksi Beam Self Weight: BSW= 14 plf Comp. to Grain: Fc- = 650 psi Fc- = 650 psi Total Maximum Load: wT= 2071 plf Controlling Moment: 16564 ft-lb 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 6294 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd Provided Section Modulus: 82.82 in3 132 in3 Area(Shear): 35.63 in2 66 in2 Moment of Inertia(deflection): 264.99 in4 792 in4 Moment: 16564 ft-lb 26400 ft-lb Shear: 6294 lb 11660 lb NOTES • • P4oject:Azalea D_Hickory_Windwood Homes_Beams page Keith A Kudrna Location: Beam Nr. 15-Upper Level Floor Beam @ Stairs/Powder Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2012 International Building Code(2015 NDS)] '` Lake Oswego,Oregon 97035 (3) 1.5 IN x 11.25 IN x 10.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/15/2018 3:24:56 PM Section Adequate By: 19.4% 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 0.11 IN L/1197 Dead Load 0.03 in Total Load 0.14 IN L/899 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1047 lb 2271 lb Dead Load 389 lb 669 lb Total Load 1436 lb 2940 lb xa sr `"'<'. 9`2:: x '. 'd "s,*r° sur a " F'''i",ti`'ra• ''�°' a ,3 .fly. Bearing Length 0.51 in 1.05 in BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft 10.5 ft Unbraced Length-Bottom 10.5 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 Uniform Dead Load 15 plf Base Values Adiusted Beam Self Weight 11 plf Bending Stress: Fb= 900 psi Fb'= 1035 psi Total Uniform Load 66 plf Cd=1.00 CF=1.00 Cr-1.15 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 950 lb Comp. L to Grain: Fc-1= 625 psi Fc--L'= 625 psi Dead Load 325 lb Location 6.66 ft Controlling Moment: 6855 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 6.61 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 40 plf 438 plf Controlling Shear: -2438 lb Left Dead Load 15 plf 94 plf At a distance d from right support of span 2(Center Span) Right Live Load 40 plf 438 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 15 plf 94 plf Load Start 0 ft 6.66 ft Comparisons with required sections: Req'd Provided Load End 6.66 ft 10.5 ft Section Modulus: 79.47 in3 94.92 in3 Load Length 6.66 ft 3.84 ft Area(Shear): 20.32 in2 50.63 in2 Moment of Inertia(deflection): 160.56 in4 533.94 in4 Moment: 6855 ft-lb 8187 ft-lb Shear: -2438 lb 6075 lb NOTES Project:Azalea D_Hickory_Windwood Homes_Beams f �' page Kei ° th A Kudrna Location: Beam Nr. 16-Powder Rm Header Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2012 International Building Code(2015 NDS)] T4m5 - Lake Oswego,Oregon 97035 3.5 INx11.25INx2.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/15/2018 3:24:56 PM Section Adequate By: 182.4% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1353 lb 1293 lb Dead Load 412 lb 409 lb Total Load 1765 lb 1702 lb Bearing Length 0.81 in 0.78 in TR2 BEAM DATA Center , Span Length 2.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 2.5 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 Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 9 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 2275 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 675 lb Comp.-I to Grain: Fc-1= 625 psi Fc- = 625 psi Location 1.17 ft Controlling Moment: 1990 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.18 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 75 plf 213 plf Controlling Shear: 1673 lb Left Dead Load 15 plf 80 plf At a distance d from left support of span 2(Center Span) Right Live Load 75 plf 213 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 15 plf 80 plf Load Start 0 ft 1,17 ft Comparisons with required sections: Read Provided Load End 1.17 ft 2.5 ft Section Modulus: 24.13 in3 73.83 in3 Load Length 1.17 ft 1.33 ft Area(Shear): 13.94 in2 39.38 in2 Moment of Inertia(deflection): 10.54 in4 415.28 in4 Moment: 1990 ft-lb 6091 ft-lb Shear: 1673 lb 4725 lb NOTES Pr jest:TYPICAL FOOTINGS page valerie / Location: Footing'A' �Sf�y� suntel design Footing 16865 Boones Ferry Rd Suite 201 [2003 International Residential Code(2005 NDS) ' Lake Oswego, OR 97035 Footing Size:2.83 FT x 2.83 FT x 12.00 IN Reinforcement:#4 Bars @ 6.00 IN. O.C. E/W/(5)min. of Section Footing Design Adequate StruCalc Version 8.0.113.0 10/20/2016 12:07:11 PM FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf tit GH ED Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in Q FOOTING SIZE NOV 2 7 2018 Width: W = 2.83 ft Length: L= 2.83 ft CITY o�"'_ T IGAF Depth: Depth= 12 in BUILDING DIVISION Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 4 in Baseplate Length: bsl= 4 in FOOTING CALCULATIONS I-4 in-1 Bearing Calculations: Ultimate Bearing Pressure: Qu= 1249 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.41 sf Area Provided: A= 8.01 sf 12 in Baseplate Bearing: Bearing Required: Bear= 14000 lb iel_ n o o j —I— Allowable Bearing: Bear-A= 44200 lb 3 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 2774 lb i I 2.83 ft Allowable Beam Shear: Vc1 = 21013 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 49 in FOOTING LOADING Punching Shear: Vu2= 12178 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Dead Load: PD= 10000 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb Total Load: PT= 10000 lb Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Ultimate Factored Load: Pu = 14000 lb Controlling Allowable Punching Shear: vc2= 60638 lb Weight to resist uplift w/1.5 F.S.: U.R. = 774 lb Bending Calculations: Factored Moment: Mu= 46255 in-lb Nominal Moment Strength: Mn= 281825 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.54 in Steel Required Based on Moment: As(1)= 0.16 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2)= 0.82 in2 Controlling Reinforcing Steel: As-reqd= 0.82 in2 Selected Reinforcement: #4's @ 6.0 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= 11.98 in Note: Plain concrete adequate for bending, therefore adequate development length not required. • Pr7Ject: page ''Keith A Kudrna "Location: Footing"B" ° r Suntel Design Footing 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] -.4:, ,. 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 Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.17 ft Length: L= 3.17 ft 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 1-4 in--1 Effective Allowable Soil Bearing Pressure: Qe= 1350 psf .1 1 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 c Beam Shear Calculations(One Way Shear): • r Beam Shear: Vu1 = 4951 lb Sin Allowable Beam Shear: Vc1 = 23515 lb Punching Shear Calculations(Two Way Shear): ais�rc 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. I Project: , page Keith A Kudrna 'Location: Footing"C" ,* Suntel Design Footing 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] ::: Lake Oswego, Oregon 97035 Footing Size: 3.5 FT x 3.5 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(6)min. StruCalc Version 9.0.1.7 9/17/2015 1:15:44 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 Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft 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= 1224 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf f ainH Required Footing Area: Areq= 11.11 sf Area Provided: A= 12.25 sf Baseplate Bearing: Bearing Required: Bear= 21000 lb 12 in Allowable Bearing: Bear-A= 44200 lb a 9 Beam Shear Calculations(One Way Shear): T Beam Shear: Vu1 = 6375 lb 3 in Allowable Beam Shear: Vc1 = 25988 lb 1 Punching Shear Calculations(Two Way Shear): ss rc Critical Perimeter: Bo= 49 in Punching Shear: Vu2= 19214 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= 15000 lb Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Total Load: PT= 15000 lb Controlling Allowable Punching Shear: vc2= 60638 lb Ultimate Factored Load: Pu= 21000 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1184 lb Factored Moment: Mu= 110250 in-lb Nominal Moment Strength: Mn= 338532 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 in Steel Required Based on Moment: As(1)= 0.38 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 1.01 in2 Controlling Reinforcing Steel: As-reqd= 1.01 in2 Selected Reinforcement: #4's @ 7.0 in. o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 18 in e Pr4jeCt:TYPICAL FOOTINGS page - u—'Judith Souers Location: Footing D' f*g$,. Suntel Design Footing `` I 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] t, ° Lake Oswego, OR 97035 Footing Size: 3.75 FT x 3.75 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(6)min. StruCalc Version 9.0.2.5 6/26/2017 2:51:30 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 Concrete Reinforcement Cover: C= 3 in FOOTING SIZE Width: W= 3.75 ft Length: L= 3.75 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 4 in Baseplate Length: bsl= 4 in FOOTING CALCULATIONS Bearing Calculations: H4 in—{ Ultimate Bearing Pressure: Qu= 1244 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 12.96 sf Area Provided: A= 14.06 sf 12 in Baseplate Bearing: Bearing Required: Bear= 24500 lb P n 9 __ Allowable Bearing: Bear-A= 44200 lb sin Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 6669 lb s.�srt Allowable Beam Shear: Vc1 = 27844 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 49 in Live Load: PL= 0 lb Punching Shear: Vu2= 22684 lb Dead Load: PD= 17500 lb Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Total Load: PT= 17500 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb Ultimate Factored Load: Pu= 24500 lb Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Weight to resist uplift w/1.5 F.S.: U.R. = 1359 lb Controlling Allowable Punching Shear: vc2= 60638 lb Bending Calculations: Factored Moment: Mu= 114401 in-lb Nominal Moment Strength: Mn= 339278 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 in Steel Required Based on Moment: As(1)= 0.39 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 1.08 in2 Controlling Reinforcing Steel: As-reqd= 1.08 in2 Selected Reinforcement: #4's @ 7.0 in. o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 17.5 in NOTES