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Specifications (44) Project:22152BA-FOUR D CONSTRUCTION 2 Patrick J.Burke page ' Location:M1 -FOYER FLUSH BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.25 IN x 11.25 IN x 4.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 12/28/2017 9:30:27 AM Section Adequate By:7.5% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6151 Dead Load 0.01 in Total Load 0.02 IN L/3506 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 1 REACTIONS A B Live Load 1759 lb 6254 lb Dead Load 1412 lb 4368 lb Total Load 3171 lb 10622 lb TR2 Bearing Length 0.81 in 2.70 in TR1 BEAM DATA Center tyrliefy - - - -- Span Length 4.5 ft Unbraced Length-Top 0 ft A --4.5ft B Unbraced Length-Bottom 4.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 18 plf Bending Stress: Fb= 2900 psi Fb'= 2921 psi Total Uniform Load 18 plf Cd=1.00 CF=1.01 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One Cd=1.00 Live Load 5944 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 3962 lb Comp.-L to Grain: Fc-1= 750 psi Fc-1'= 750 psi Location 4 ft Controlling Moment: 5423 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.42 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 290 plf 202 plf Controlling Shear: -10622 lb Left Dead Load 283 plf 134 plf 5.0 Ft from left support of span 2(Center Span) Right Live Load 290 plf 202 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 283 plf 134 plf Load Start 0 ft 0 ft Comparisons with required sections: Req'd Provided Load End 4 ft 4.5 ft Section Modulus: 22.28 in3 110.74 in3 Load Length 4 ft 4.5 ft Area(Shear): 54.94 in2 59.06 in2 Moment of Inertia(deflection): 42.64 in4 622.92 in4 Moment: 5423 ft-lb 26955 ft-lb Shear: -10622 lb 11419 lb Project:22152BA-FOUR D CONSTRUCTION 2 pagePatrick J. Burke Location:M2-FOYER FLUSH BM @ STAIR/POWDER RM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.25 IN x 11.25 IN x 7.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 12/28/2017 9:30:29 AM Section Adequate By:23.3% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1301 Dead Load 0.05 in Total Load 0.11 IN L/747 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3303 lb 5371 lb Dead Load 2556 lb 3891 lb Total Load 5859 lb 9262 lb Bearing Length 1.49 in 2.35 in tai BEAM DATA Center Span Length 7 ft Unbraced Length-Top 0 ft A arc -- -- B Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 18 plf Bending Stress: Fb= 2900 psi Fb'= 2921 psi Total Uniform Load 18 plf Cd=1.00 CF=1.01 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One Cd=1.00 Live Load 6254 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 4368 lb Comp.-I-to Grain: Fc-1= 750 psi Fc--L'= 750 psi Location 5 ft Controlling Moment: 18343 ft-lb *Load obtained from Load Tracker. See Summary Report for details. 4.97 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Two Controlling Shear: -9262 lb Left Live Load 428 plf 40 plf At right support of span 2(Center Span) Left Dead Load 376 plf 10 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 428 plf 40 plf Right Dead Load 376 plf 10 plf Comparisons with required sections: Req'd Provided Load Start 0 ft 0 ft Section Modulus: 75.36 in3 110.74 in3 Load End 5 ft 7 ft Area(Shear): 47.91 in2 59.06 in2 Load Length 5 ft 7 ft Moment of Inertia(deflection): 200.05 in4 622.92 in4 Moment: 18343 ft-lb 26955 ft-lb Shear: -9262 lb 11419 lb page Project:22152BA-FOUR D CONSTRUCTION 2 ME Patrick J.Burke Location: M3-FLUSH BM 0/FOYER BY POWDER RM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] IIIIM Portland,OR 97210 5.5 IN x 11.5 IN x 7.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:29 AM Section Adequate By: 83.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/4394 Dead Load 0.02 in Total Load 0.04 IN L/2320 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 517 lb 1342 lb Dead Load 487 lb 1269 lb Total Load 1004 lb 2611 lb Bearing Length 0.29 in 0.76 in TR1 BEAM DATA Center Span Length 7 ft Unbraced Length-Top O ft A 7 ft - -B Unbraced Length-Bottom 7 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 Adiusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 14 plf Cd=9.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One * Cd=1.00 Live Load 1759 Ib Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 1412 lb Comp.-t-to Grain: Fc-L= 625 psi Fc-,-'= 625 psi Location 5 ft *Load obtained from Load Tracker. See Summary Report for details. Controlling Moment: 4819 ft-lb 4.97 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN I Created by combining all dead loads and live loads on span(s)2 Load Number One Controlling Shear: -2611 lb Left Live Load 50 plf At right support of span 2(Center Span) Left Dead Load 124 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 50 plf Right Dead Load 124 plf Comparisons with required sections: Redd Provided Load Start 5 ft Section Modulus: 66.09 in3 121.23 in3 Load End 7 ft Area(Shear): 23.04 in2 63.25 in2 Load Length 2 ft Moment of Inertia(deflection): 72.12 in4 697.07 in4 Moment: 4819 ft-lb 8840 ft-lb Shear: -2611 lb 7168 lb page Project:22152BA-FOUR D CONSTRUCTION 2EN Patrick J.Burke Location:M4-FLUSH BM-FRONT 2ND BAY Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.125 IN x 10.5IN x 12.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:29 AM Section Adequate By:22.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN L/530 Dead Load 0.18 in Total Load 0.45 IN L/320 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1896 lb 1896 lb Dead Load 1243 lb 1243 lb Total Load 3139 lb 3139 lb Bearing Length 1.55 in 1.55 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft A 12 ft B Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.18 Uniform Live Load 76 plf Notch Depth 0.00 Uniform Dead Load 140 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 223 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 240 plf Cd=1.00 Left Dead Load 60 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 240 plf Cd=1.00 Right Dead Load 60 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft Comp.1 to Grain: Fc-1= 650 psi Fc-L'= 650 psi Load End 12 ft Load Length 12 ft Controlling Moment: 9416 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3139 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 47.08 in3 57.42 in3 Area(Shear): 17.77 in2 32.81 in2 Moment of Inertia(deflection): 225.95 in4 301.46 in4 Moment: 9416 ft-lb 11484 ft-lb Shear: 3139 lb 5797 lb • page Project:22152BA-FOUR D CONSTRUCTION 2 Patrick J.Burke ' Location:M5-1ST BAY-GARAGE BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.125 INx9.0INx13.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:29 AM Section Adequate By: 11.0% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.35 IN L/468 Dead Load 0.26 in Total Load 0.61 IN L/266 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 1 REACTIONS A B Live Load 2735 lb 951 lb2 Dead Load 2009 lb 685 lb Total Load 4744 lb 1636 lb TR1 Bearing Length 1.42 in 0.49 in w BEAM DATA Center -. Span Length 13.5 ft Unbraced Length-Top 0 ft A 13.5 ft B Unbraced Length-Bottom 13.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.26 Uniform Live Load 40 plf Notch Depth 0.00 Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 60 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One * Two* Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1896 lb 683 lb Cd=1.00 Dead Load 1243 lb 533 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft 5 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 11733 ft-lb Left Live Load 189 plf 4.99 Ft from left support of span 2(Center Span) Left Dead Load 216 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 189 plf Controlling Shear: 4745 lb Right Dead Load 216 plf At left support of span 2(Center Span) Load Start 2 ft Created by combining all dead loads and live loads on span(s)2 Load End 5 ft Load Length 3 ft Comparisons with required sections: Req'd Provided Section Modulus: 58.66 in3 69,19 in3 Area(Shear): 26.86 in2 46.13 in2 Moment of Inertia(deflection): 280.57 in4 311.34 in4 Moment: 11733 ft-lb 13838 ft-lb Shear: 4745 lb 8149 lb Project:22152BA-FOUR D CONSTRUCTION 2 page PatrickER J. Burke Location:M6-2ND GAR BAY BM AlannMascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 7.0 IN x 11,875 IN x 13.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 12/28/2017 9:30:29 AM Section Adequate By:2.7% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.26 IN L/622 Dead Load 0.21 in Total Load 0.47 IN L/345 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 4 REACTIONS A B Live Load 4034 lb 9023 lb 1 3 2 Dead Load 3174 lb 6624 lb Total Load 7208 lb 15647 lb TRI TR2 TR3 Bearing Length 1.37 in 2.98 in BEAM DATA Center w Span Length 13.5 ft 111 Unbraced Length-Top O ft A - -- 13.5 n B Unbraced Length-Bottom 13.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 26 plf Bending Stress: Fb= 2900 psi Fb'= 2903 psi Total Uniform Load 76 plf Cd=1.40 CF=1.44 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One* Two Three Four Cd=1.00 Live Load 1896 lb 1207 lb 506 lb 5238 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 1243 lb 804 lb 338 lb 3492 lb Comp.1 to Grain: Fc--L= 750 psi Fc-1'= 750 psi Location 2 ft 9.5 ft 7.5 ft 13 ft Controlling Moment: 27998 ft-lb `Load obtained from Load Tracker. See Summary Report for details. 7.56 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Two Three Four Controlling Shear: -15646 lb Left Live Load 189 plf 290 plf 265 plf 145 plf 14.0 Ft from left support of span 2(Center Span) Left Dead Load 216 plf 283 plf 266 plf 97 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 189 plf 290 plf 265 plf 145 plf Right Dead Load 216 plf 283 plf 266 plf 97 plf Comparisons with required sections: Req'd Provided Load Start 2 ft 5 ft 9.5 ft 7.5 ft Section Modulus: 115.72 in3 164.52 in3 Load End 5 ft 9.5 ft 13 ft 13.5 ft Area(Shear): 80.93 in2 83.13 in2 Load Length 3 ft 4.5 ft 3.5 ft 6 ft Moment of Inertia(deflection): 680.11 in4 976.83 in4 Moment: 27998 ft-lb 39805 ft-lb Shear: -15646 lb 16071 lb page Project:22152BA-FOUR D CONSTRUCTION 2 In Patrick J. Burke / ' Location: M7- 16/0 GAR DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 4/f [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.125 IN x 10.5IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:29 AM Section Adequate By: 11.0% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.41 IN L/471 Dead Load 0.31 in Total Load 0.72 IN L/266 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 2584 lb 1103 lb Dead Load 1960 lb 880 lb Total Load 4544 lb 1983 lb Bearing Length 1.36 in 0.60 in TR1 TR2 BEAM DATA Center ...n. ., as' ` va x;.. Span Length 16 ft Unbraced Length-Top 0 ft A 16 ft B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.31 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 12 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 2735 lb Cd=3.00 Dead Load 2009 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 16906 ft-lb Left Live Load 88 plf 50 plf 4.0 Ft from left support of span 2(Center Span) Left Dead Load 59 plf 34 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 88 plf 50 plf Controlling Shear: 4544 lb Right Dead Load 59 plf 34 plf At left support of span 2 (Center Span) Load Start 0 ft 4 ft Created by combining all dead loads and live loads on span(s)2 Load End 4 ft 16 ft Load Length 4 ft 12 ft Comparisons with required sections: Req'd Provided Section Modulus: 84.53 in3 94.17 in3 Area(Shear): 25.72 in2 53.81 in2 Moment of Inertia(deflection): 445.46 in4 494.4 in4 -- - - Moment: 16906 ft-lb 18834 ft-lb Shear: 4544 lb 9507 lb page Project:22152BA-FOUR D CONSTRUCTION 2no Patrick J. Burke Location:M8-8/0 GAR DR HDR Alan Mascord Design / Multi-Loaded Multi-Span Beam 2187 NW Reed St, Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 IN x 5.5 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:30 AM Section Adequate By:24.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/801 Dead Load 0.08 in Total Load 0.20 IN L/470 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 404 lb 404 lb Dead Load 285 lb 285 lb Total Load 689 lb 689 lb Bearing Length 0.31 in 0.31 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top O ft A 8 ft— B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 101 plf #2-Douglas-Fir-Larch Uniform Dead Load 67 plf Base Values Adiusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 172 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Comp.-Ito Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 1377 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 689 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 14.13 in3 17.65 in3 Area(Shear): 5.74 in2 19.25 in2 Moment of Inertia(deflection): 24.79 in4 48.53 in4 Moment: 1377 ft-lb 1720 ft-lb Shear: 689 lb 2310 lb • page Project:221526A-FOUR D CONSTRUCTION 2 Patrick J. Burke / Location:M9-LAM JSTS-REAR 3RD GAR BAY Alan Mascord Design Multi Loaded Multi Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 (2)1.5 INx11.25INx7.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:30 AM Section Adequate By:46.0% 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 0.03 IN L/3145 Dead Load 0.03 in Total Load 0.06 IN L/1558 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 859 lb 859 lb Dead Load 875 lb 875 lb Total Load 1734 lb 1734 lb TRI Bearing Length 0.92 in 0.92 in w BEAM DATA Center Span Length 7.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 7.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 189 plf #2-Douglas-Fir-Larch Uniform Dead Load 216 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 412 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 40 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Left Dead Load 10 plf Comp.1 to Grain: Fc-1= 625 psi Fc--- = 625 psi Right Live Load 40 pif plf Controlling Moment: 3251 ft-lb Right DLoad 10 3.75 Ft from left support of span 2(Center Span) Load Etart 0 ft ft rt Load End 7.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 7.5 ft Controlling Shear: -1734 lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 43.34 in3 63.28 in3 Area(Shear): 14.45 in2 33.75 in2 Moment of Inertia(deflection): 54.85 in4 355.96 in4 Moment: 3251 ft-lb 4746 ft-lb Shear: -1734 lb 4050 lb Project:22152BA-FOUR D CONSTRUCTION 2 page Patrick J. Burke Location:M10-3RD GAR BAY BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 IN x 11.25 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:28 AM Section Adequate By:24.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/2486 Dead Load 0.06 in Total Load 0.11 IN L/1131 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 778 lb 347 lb Dead Load 1016 lb 435 lb Total Load 1794 lb 782 lb Bearing Length 0.82 in 0.36 in TRI BEAM DATA Center Span Length 10 ft —40 Unbraced Length-Top 0 ft 10 ft - - Unbraced Length-Bottom 10 ft B 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 859 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 875 lb Comp.--to Grain: Fc-1 = 625 psi Fc--- = 625 psi Location 3.5 ft Controlling Moment: 4902 ft-lb *Load obtained from Load Tracker. See Summary Report for details. 3.5 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Controlling Shear: 1793 lb Left Live Load 76 plf At left support of span 2(Center Span) Left Dead Load 140 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 76 plf Right Dead Load 140 plf Comparisons with required sections: Req'd Provided Load Start 0 ft Section Modulus: 59.42 in3 73.83 in3 Load End 3.5 ft Area(Shear): 14.95 in2 39.38 in2 Load Length 3.5 ft Moment of Inertia(deflection): 88.14 in4 415.28 in4 Moment: 4902 ft-lb 6091 ft-lb Shear: 1793 lb 4725 lb page Project:22152BA-FOUR D CONSTRUCTION 2 EN Patrick J. Burke Location:M11 -MAIN GARAGE BM-1ST -2ND BAY Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] is Portland,OR 97210 5.125 IN x 22.5 IN x 20.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:28 AM Section Adequate By: 1.8% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN L/967 Dead Load 0.12 in Total Load 0.37 IN L/657 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B 2 Live Load 4925 lb 12323 lb Dead Load 2129 lb 7680 lb 1 Total Load 7054 lb 20003 lb TRS TR2 TR3 Bearing Length 2.12 in 6.00 in w BEAM DATA Center Span Length 20 ft • Unbraced Length-Top 0 ft A 20 rt B Unbraced Length-Bottom 20 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.12 Uniform Live Load 160 plf Notch Depth 0.00 Uniform Dead Load 40 plf MATERIAL PROPERTIES Beam Self Weight 25 plf 24F-V4-Visually Graded Western Species Total Uniform Load 225 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two" Fbcmpr= 1850 psi Fb'= 2265 psi Live Load 951 lb 9023 lb Cd—=1.00 Cv=0.94 Dead Load 685 lb 6624 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6 ft 18.5 ft Cd=1.00 *Load obtained from Load Tracker, See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-L to Grain: Fc--L= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Three Controlling Moment: 42506 ft-lb Left Live Load 160 plf 240 plf 76 plf 11.4 Ft from left support of span 2(Center Span) Left Dead Load 40 plf 60 plf 140 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 160 plf 240 plf 76 plf Controlling Shear: -20003 lb Right Dead Load 40 plf 60 plf 140 plf At right support of span 2(Center Span) Load Start 0 ft 6 ft 18.5 ft Created by combining all dead loads and live loads on span(s)2 Load End 6 ft 18.5 ft 20 ft Load Length 6 ft 12.5 ft 1.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 225.22 in3 432.42 in3 Area(Shear): 113.22 in2 115.31 in2 Moment of Inertia(deflection): 1810.48 in4 4864.75 in4 Moment: 42506 ft-lb 81612 ft-lb Shear: -20003 lb 20372 lb page Project:22152BA-FOUR D CONSTRUCTION 2EPatrick J. Burke Location: M12-GAR BM BTWN 2ND 3RD BAY Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.125 IN x 25.5 IN x 19.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:28 AM Section Adequate By: 1.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.26 IN L/904 Dead Load 0.18 in Total Load 0.44 IN L/536 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 5097 lb 8304 lb Dead Load 3635 lb 5688 lb Total Load 8732 lb 13992 lb Bearing Length 2.62 in 4.20 in TRI BEAM DATA Center Span Length 19.5 ft Unbraced Length-Top O ft A 19.5 n Unbraced Length-Bottom 19.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.18 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 28 plf 24F-V4-Visually Graded Western Species Total Uniform Load 28 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One * Two Fb_cmpr= 1850 psi Fb'= 2242 psi Live Load 778 lb 12323 lb Cd=1.D0 Cv=0.93 Dead Load 1016 lb 7680 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 12 ft 12 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp. L to Grain: Fc-- = 650 psi Fc- 1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 101860 ft-lb Left Live Load 40 plf 11.89 Ft from left support of span 2(Center Span) Left Dead Load 10 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 40 plf Controlling Shear: -13993 lb Right Dead Load 10 plf 19.0 Ft from left support of span 2(Center Span) Load Start 12 ft Created by combining all dead loads and live loads on span(s)2 Load End 19.5 ft Load Length 7.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 545.12 in3 555.42 in3 Area(Shear): 79.2 in2 130.69 in2 Moment of Inertia(deflection): 3169.65 in4 7081.63 in4 Moment: 101860 ft-lb 103785 ft-lb Shear: -13993 lb 23088 lb page Project:22152BA-FOUR D CONSTRUCTION 2 no Patrick J.Burke ' Location:M13-KIT.WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] WMPortland,OR 97210 3.5 IN x 11.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:28 AM Section Adequate By:26.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3166 Dead Load 0.02 in Total Load 0.04 IN L/1713 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1242 lb 1110 lb Dead Load 1119 lb 995 lb Total Load 2361 lb 2105 lb Bearing Length 1.08 in 0.96 in TRI BEAM DATA Center Span Length 6 ft a Unbraced Length-Top 0 ft A 6f B Unbraced Length-Bottom 6 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 1282 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 875 lb Comp.1 to Grain: Fc--I-= 625 psi Fc-1'= 625 psi Location 3.5 ft *Load obtained from Load Tracker.See Summary Report for details. Controlling Moment: 4821 ft-lb 3.48 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Two Controlling Shear: 2361 lb Left Live Load 277 plf 40 plf At left support of span 2(Center Span) Left Dead Load 275 plf 90 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 277 plf 40 plf Right Dead Load 275 plf 90 plf Comparisons with required sections: Reg'd Provided Load Start 0 ft 3.5 ft Section Modulus: 58.43 in3 73.83 in3 Load End 3.5 ft 6 ft Area(Shear): 19.67 in2 39.38 in2 Load Length 3.5 ft 2.5 ft Moment of Inertia(deflection): 58.17 in4 415.28 in4 Moment: 4821 ft-lb 6091 ft-lb Shear: 2361 lb 4725 lb page Project:22152BA-FOUR D CONSTRUCTION 2 Patrick J. Burke Location:M14-STAIR/GREAR RM BM Alan Mascord Design Multi-Loaded Multi-Span Beam no 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 (2) 1.5 INx11.25INx14.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:28 AM Section Adequate By:80.5% 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/1538 Dead Load 0.04 in Total Load 0.15 IN L/1138 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 420 lb 420 lb Dead Load 156 lb 156 lb Total Load 576 lb 576 lb Bearing Length 0.31 in 0.31 in BEAM DATA Center Span Length 14 ft ' Unbraced Length-Top 0 ft A 14 ft B Unbraced Length-Bottom 14 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 10 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 57 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 280 lb Comp.1 to Grain: Fc-1= 625 psi Fc- = 625 psi Dead Load 70 lb Location 7 ft Controlling Moment: 2629 ft-lb 7.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 576 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 35.06 in3 63.28 in3 Area(Shear): 4.8 in2 33.75 in2 Moment of Inertia(deflection): 83.34 in4 355.96 in4 Moment: 2629 ft-lb 4746 ft-lb Shear: 576 lb 4050 lb page Project:22152BA-FOUR D CONSTRUCTION 2 Patrick J. Burke / Location: M15-GREAT RM 0/BUILT-INS Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St, Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 IN x 9.25 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:28 AM Section Adequate By: 10.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/962 Dead Load 0.03 in Total Load 0.13 IN L/759 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1600 lb 1600 lb Dead Load 428 lb 428 lb Total Load 2028 lb 2028 lb Bearing Length 0.93 in 0.93 in w BEAM DATA Center Span Length 8 ft Unbraced Length-Top O ft A - - 8 ft B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 400 plf #2-Douglas-Fir-Larch Uniform Dead Load 100 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 507 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. L to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 4056 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2028 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 45.07 in3 49.91 in3 Area(Shear): 16.9 in2 32.38 in2 Moment of Inertia(deflection): 86.39 in4 230.84 in4 Moment: 4056 ft-lb 4492 ft-lb Shear: 2028 lb 3885 lb page Project:22152BA-FOUR D CONSTRUCTION 2 Patrick J. Burke Location:M16-GREAT RM FIREPLACE BM Alan Mascord Design Multi-Loaded Multi-Span Beam MI 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 INx5.5INx5.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:28 AM Section Adequate By: 9.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/828 Dead Load 0.02 in Total Load 0.09 IN L/657 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1000 lb 1000 lb Dead Load 260 lb 260 lb Total Load 1260 lb 1260 lb Bearing Length 0.58 in 0.58 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft A - ---5 f Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 400 plf #2-Douglas-Fir-Larch Uniform Dead Load 100 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 504 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Controlling Moment: 1576 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1260 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 16.16 in3 17.65 in3 Area(Shear): 10.5 in2 19.25 in2 Moment of Inertia(deflection): 21.09 in4 48.53 in4 Moment: 1576 ft-lb 1720 ft-lb Shear: 1260 lb 2310 lb page Project:22152BA-FOUR D CONSTRUCTION 2 Es Patrick J. Burke Location:M17-REAR DECK FLUSH BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 ES 5.25 IN x 14.0 IN x 19.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 12/28/2017 9:30:28 AM Section Adequate By:3.4% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.48 IN L/479 Dead Load 0.42 in Total Load 0.90 IN L/253 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B 2 Live Load 2713 lb 7748 lb 1 Dead Load 2628 lb 5989 lb Total Load 5341 lb 13737 lb TR2 Bearing Length 1.36 in 3.49 in w BEAM DATA Center Span Length 19 ft Unbraced Length-Top 0 ft A 19 ft B Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 90 plf Base Values Adjusted Beam Self Weight 23 plf Bending Stress: Fb= 2900 psi Fb'= 2851 psi Total Uniform Load 153 plf Cd=9.00 CF=0.98 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One Two Cd=1.00 Live Load 1678 lb 4157 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 1119 lb 2771 lb Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Location 6.5 ft 18.5 ft Controlling Moment: 32988 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 10.64 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 76 plf 428 plf Controlling Shear: -13737 lb Left Dead Load 50 plf 286 plf At right support of span 2(Center Span) Right Live Load 76 plf 428 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 50 plf 286 plf Load Start Oft 10 ft Comparisons with required sections: Req'd Provided Load End 3 ft 18.5 ft Section Modulus: 138.86 in3 171.5 in3 Load Length 3 ft 8.5 ft Area(Shear): 71.06 in2 73.5 in2 Moment of Inertia(deflection): 1136.64 in4 1200.5 in4 Moment: 32988 ft-lb 40742 ft-lb Shear: -13737 lb 14210 lb page Project:22152BA-FOUR D CONSTRUCTION 2on Patrick J. Burke Location:M18-DINING PATIO DR HDR Alan Mascord Design / Multi-Loaded Multi-Span Beam on 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.125 IN x 9.0 IN x 3.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:28 AM Section Adequate By: 1.7% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/2425 Dead Load 0.01 in Total Load 0.03 IN L/1389 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 4439 lb 4609 lb Dead Load 3220 lb 3401 lb Total Load 7659 lb 8010 lb TRI Bearing Length 2.30 in 2.40 in w BEAM DATA Center Span Length 3 ft Unbraced Length-Top 0 ft A 3 ft B. Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.01 Uniform Live Load 320 plf Notch Depth 0.00 Uniform Dead Load 80 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 410 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 Cd=1.00 Live Load 7748 lb lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 5989 Location 1.5 ft Cd=1.00ft Modulus of Elasticity: E= 1800 ksi E' 1800 ksi *Load obtained from Load Tracker. See Summary Report for details. Comp.- to Grain: Fc--t-= 650 psi Fc--- = 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 11027 ft-lb Left Live Load 227 plf 1.5 Ft from left support of span 2(Center Span) Left Dead Load 241 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 227 plf Controlling Shear: -8010 lb Right Dead Load 241 plf At right support of span 2(Center Span) Load Start 1.5 ft Created by combining all dead loads and live loads on span(s)2 Load End 3 ft Load Length 1.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 55.14 in3 69.19 in3 Area(Shear): 45.34 in2 46.13 in2 Moment of Inertia(deflection): 53.79 in4 311.34 in4 Moment: 11027 ft-lb 13838 ft-lb Shear: -8010 lb 8149 lb Project:22152BA-FOUR D CONSTRUCTION 2 Patrick J.Burke page Location:M19-GER RM/DINING BM Alan Mascord Design Multi-Loaded Multi-Span Beam ME 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.125 IN x 15.0 IN x 17.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:29 AM Section Adequate By: 18.6% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.48 IN L/427 Dead Load 0.13 in Total Load 0.61 IN L/335 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 5610 lb 5610 lb Dead Load 1544 lb 1544 lb Total Load 7154 lb 7154 lb Bearing Length 2.15 in 2.15 in BEAM DATA Center Span Length 17 ft Unbraced Length-Top 0 ft A 17 ft — B Unbraced Length-Bottom 17 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.13 Uniform Live Load 660 plf Notch Depth 0.00 Uniform Dead Load 165 plf MATERIAL PROPERTIES Beam Self Weight 17 plf 24F-V4-Visually Graded Western Species Total Uniform Load 842 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2397 psi Cd=1.00 Cv=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc--t-'= 650 psi Controlling Moment: 30405 ft-lb 8.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on spans)2 Controlling Shear: -7154 lb At 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: 152.21 in3 192.19 in3 Area(Shear): 40.5 in2 76.88 in2 Moment of Inertia(deflection): 1215.77 in4 1441.41 in4 Moment: 30405 ft-lb 38392 ft-lb Shear: -7154 lb 13581 lb page Project:22152BA-FOUR D CONSTRUCTION 2Es Patrick J. Burke Location: M20-RER DECK ROOF BM Alan Mascord Design Multi-Loaded Multi-Span Beamno 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland, OR 97210 5.125 IN x 10.5 IN x 19.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:29 AM Section Adequate By:43.7% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.37 IN L/612 Dead Load 0.29 in Total Load 0.66 IN L/345 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1074 lb 1074 lb Dead Load 833 lb 833 lb Total Load 1907 lb 1907 lb Bearing Length 0.57 in 0.57 in BEAM DATA Center Span Length 19 ft1111 Unbraced Length-Top 0 ft A 19 ft -- B Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.29 Uniform Live Load 113 plf Notch Depth 0.00 Uniform Dead Load 76 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 201 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.±to Grain: Fc- L= 650 psi Fc--l-'= 650 psi Controlling Moment: 9055 ft-lb 9.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1906 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 45.28 in3 94.17 in3 Area(Shear): 10.79 in2 53.81 in2 Moment of Inertia(deflection): 344.03 in4 494.4 in4 Moment: 9055 ft-lb 18834 ft-lb Shear: 1906 lb 9507 lb page Project:22152BA-FOUR D CONSTRUCTION 2 am Patrick J. Burke / Location: M21 -RER DECK SIDE ROOF BEAM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St, Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 5.125 IN x 7.5 IN x 9.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:29 AM Section Adequate By: 8.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN L/668 Dead Load 0.15 in Total Load 0.32 IN L/342 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2335 lb 828 lb 1 Dead Load 2234 lb 774 lb Total Load 4569 lb 1602 lb Bearing Length 1.37 in 0.48 in BEAM DATA Center z , Span Length 9 ft T _ Unbraced Length-Top O ft A 9 ft B Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.15 Uniform Live Load 50 plf Notch Depth 0.00 Uniform Dead Load 34 plf MATERIAL PROPERTIES Beam Self Weight 8 plf 24F-V4-Visually Graded Western Species Total Uniform Load 92 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 2713 lb Cd=1.00 Dead Load 2628 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft Cd=1.00 *Load obtained from Load Tracker.See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.l to Grain: Fc- t = 650 psi Fc--L'= 650 psi Controlling Moment: 8887 ft-lb 2.07 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4570 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 44.44 in3 48.05 in3 Area(Shear): 25.87 in2 38.44 in2 Moment of Inertia(deflection): 126.27 in4 180.18 in4 - 7 Moment: 8887 ft-lb 9609 ft-lb Shear: 4570 lb 6791 lb page Project:22152BA-FOUR D CONSTRUCTION 2 Patrick J. Burke Location:M22-KIT./DINING BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.125 IN x 12.0 IN x 14.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:29 AM Section Adequate By: 7.6% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.45 IN L/387 Dead Load 0.12 in Total Load 0.57 IN L/304 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 4350 lb 4350 lb Dead Load 1184 lb 1184 lb Total Load 5534 lb 5534 lb Bearing Length 1.66 in 1.66 in BEAM DATA Center Span Length 14.5 ft u.. Unbraced Length-Top 0 ft A 14.5 ft B Unbraced Length-Bottom 14.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.12 Uniform Live Load 600 plf Notch Depth 0.00 Uniform Dead Load 150 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 763 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc---= 650 psi Fc--- = 650 psi Controlling Moment: 20061 ft-lb 7.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -5534 lb 14.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 100.31 in3 123 in3 Area(Shear): 31.33 in2 61.5 in2 Moment of Inertia(deflection): 685.83 in4 738 in4 Moment: 20061 ft-lb 24600 ft-lb Shear: -5534 lb 10865 lb page Project:22152BA-FOUR D CONSTRUCTION 2 ME Patrick J. Burke / Location: M23-GARAGE FLUSH BM- 1ST BAY TO FOYER WALL Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 oom f [2015 International Building Code(2015 NDS)] Portland, OR 97210 (2) 1.5 IN x 11.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:29 AM Section Adequate By:212.3% 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 0.01 IN L/8903 Dead Load 0.01 in Total Load 0.01 IN L/4998 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 683 lb 683 lb Dead Load 533 lb 533 lb Total Load 1216 lb 1216 lb TRI Bearing Length 0.65 in 0.65 in w BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft A eft B Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 113 plf #2-Douglas-Fir-Larch Uniform Dead Load 166 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 286 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 160 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Left Dead Load 40 plf Comp.1 to Grain: Fc--1-= 625 psi Fc-1'= 625 psi Right Live Load 160 plf Right Dead Load 40plf Controlling Moment: 1520 ft-lb 2.5 Ft from left support of span 2(Center Span) Load Startnd5 ft ft Created by combining all dead loads and live loads on span(s)2 Load End 5 ft Load Length 5 ft Controlling Shear: 1216 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 20.26 in3 63.28 in3 Area(Shear): 10.13 in2 33.75 in2 Moment of Inertia(deflection): 17.09 in4 355.96 in4 Moment: 1520 ft-lb 4746 ft-lb Shear: 1216 lb 4050 lb Project:22152BA-FOUR D CONSTRUCTION 2 page NE Patrick J. Burke Location:U1-WINDOW HDR AT MASTER BATH Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.5 IN x 7.25 IN x 6.33 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:30 AM Section Adequate By:21.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1562 Dead Load 0.03 in Total Load 0.08 IN L/921 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1282 lb 419 lb Dead Load 875 lb 302 lb Total Load 2157 lb 721 lb Bearing Length 0.99 in 0.33 in TRI BEAM DATA Center Span Length 6.33 ft Unbraced Length-Top O ft A 6.33n i -- B Unbraced Length-Bottom 6.33 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 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 6 plf Cd=1.00 CF=1.30 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 1080 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 720 Ib Comp.-1-to Grain: Fc-±= 625 psi Fc--I-'= 625 psi Location 1.34 ft Controlling Moment: 2456 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.39 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 277 plf 50 plf Controlling Shear: 2157 lb Left Dead Load 185 plf 35 plf At left support of span 2(Center Span) Right Live Load 277 plf 50 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 185 plf 35 plf Load Start 0 ft 1.34 ft Comparisons with required sections: Req'd Provided Load End 1.34 ft 6.33 ft Section Modulus: 25.19 in3 30.66 in3 Load Length 1.34 ft 4.99 ft Area(Shear): 17.98 in2 25.38 in2 Moment of Inertia(deflection): 28.96 in4 111.15 in4 Moment: 2456 ft-lb 2989 ft-lb Shear: 2157 lb 3045 lb page Project:22152BA-FOUR D CONSTRUCTION 2 / En Patrick J. Burke Location:D1 -REAR DECK BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.125 IN x 13.5IN x 19.0 FT 24F-V4-Visually Graded Western Species-Wet Use StruCalc Version 10.0.1.6 12/28/2017 9:30:27 AM Section Adequate By:20.3% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.53 IN L/433 Dead Load 0.12 in Total Load 0.65 IN L/352 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2689 lb 2689 lb Dead Load 617 lb 617 lb Total Load 3306 lb 3306 lb Bearing Length 1.87 in 1.87 in w BEAM DATA Center Span Length 19 ft Unbraced Length-Top 0 ft A 19 ft B Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0,12 Uniform Live Load 283 plf Notch Depth 0.00 Uniform Dead Load 50 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 348 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 1917 psi Cm=0.80 Cv=1.00 Shear Stress: Fv= 265 psi Fv'= 232 psi Cd=9.00 Cm=0.88 Modulus of Elasticity: E= 1800 ksi E= 1499 ksi Cm=O.83 Comp.- to Grain: Fc---= 650 psi Fc-1'= 345 psi Cm=0.53 Controlling Moment: 15703 ft-lb 9.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3306 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rect'd Provided Section Modulus: 98.32 in3 155.67 in3 Area(Shear): 21.39 in2 69.19 in2_ Moment of Inertia(deflection): 873.7 in4 1050.79 in4 Moment: 15703 ft-lb 24863 ft-lb Shear: -3306 lb 10695 lb Project:22152BA-FOUR D CONSTRUCTION 2 page • Patrick J. Burke Location:F18R-TYP ISOLATED BR'G PAD(ROUND) WW1 Alan Mascord Design Footing 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 Footing Size: 1.5 FT Round Diameter X 8.00 IN Deep Section Footing Design Adequate StruCalc Version 10.0.1.6 12/28/2017 9:30:27 AM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Diameter: Dia.= 1.5 ft Effective Depth to Top Layer of Steel: d= 6 in • COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 3.5 in FOOTING CALCULATIONS 1--3.5 in H Bearing Calculations: Ultimate Bearing Pressure: Qu= 1400 psf — Effective Allowable Soil Bearing Pressure:Qe= 1400 psf Required Footing Area: Areq= 1.77 sf Area Provided: A= 1.77 sf Baseplate Bearing: Bearing Required: Bear= 3464 lb 8 in Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 429 lb Allowable Beam Shear: Vc1 = 3509 lb ! 3 in Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 38 in Punching Shear: Vu2= 2235 lb is n--- Controlling Allowable Punching Shear: vc2= 16678 lb Bending Calculations: FOOTING LOADING Factored Moment: Mu= 6906 in-lb Live Load: PL= 0 lb Nominal Moment Strength: Mn= 13160 in-lb Dead Load: PD= 2474 lb Total Load: PT= 2474 lb Ultimate Factored Load: Pu= 3464 lb Footing plus soil above footing weight: Wt= 114 lb page Project:22152BA-FOUR D CONSTRUCTION 2 Patrick J. Burke Location:F20-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 Footing Size: 1.667 FT x 1.667 FT x 10.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.6 12/28/2017 9:30:27 AM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 1.67 ft Length: L= 1.67 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 8 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in 1-3.5 in Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1375 psf Effective Allowable Soil Bearing Pressure:Qe= 1375 psf Required Footing Area: Areq= 2.78 sf Area Provided: A= 2.78 sf 10 in Baseplate Bearing: Bearing Required: Bear= 5347 lb — Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vul = 535 lb Allowable Beam Shear: Vc1 = 5867 lb Punching Shear Calculations(Two Way Shear): '1.6667 ft Critical Perimeter: Bo= 46 in Punching Shear: Vu2= 3579 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 26919 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 3819 lb Factored Moment: Mu= 13367 in-lb Total Load: PT= 3819 lb Nominal Moment Strength: Mn= 29334 in-lb Ultimate Factored Load: Pu= 5347 lb Footing plus soil above footing weight: Wt= 224 lb page Project:22152BA-FOUR D CONSTRUCTION 2IN Patrick J. Burke Location:F24-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 Footing Size:2.0 FT x 2.0 FT x 12.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.6 12/28/2017 9:30:27 AM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 10 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in I-3.5 in—1 Column Depth: n= 3.5 in FOOTING CALCULATIONS I Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf I Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Footing Area: Areq= 4 sf Area Provided: A= 4.00 sf 121n Baseplate Bearing: Bearing Required: Bear= 7560 lb ' Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): I 3 in Beam Shear: Vu1 = 630 lb i Allowable Beam Shear: Vc1 = 8800 lb Punching Shear Calculations(Two Way Shear): 2 ft Critical Perimeter: Bo= 54 in Punching Shear: Vu2= 5168 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 39501 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 5400 lb Factored Moment: Mu= 22680 in-lb Total Load: PT= 5400 lb Nominal Moment Strength: Mn= 55000 in-lb Ultimate Factored Load: Pu= 7560 lb Footing plus soil above footing weight: Wt= 387 lb page Project:22152BA-FOUR D CONSTRUCTION 2wo Patrick J. Burke / • Location: F28-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St, Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 Footing Size:2.333 FT x 2.333 FT x 14.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.6 12/28/2017 9:30:27 AM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.33 ft Length: L= 2.33 ft Depth: Depth= 14 in Effective Depth to Top Layer of Steel: d= 12 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in H 3.5 in Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1325 psf Effective Allowable Soil Bearing Pressure:Qe= 1325 psf Required Footing Area: Areq= 5.44 sf Area Provided: A= 5.44 sf 14 in Baseplate Bearing: Bearing Required: Bear= 10095 lb Allowable Bearing: Bear-A= 28634 lb j T Beam Shear Calculations(One Way Shear): sin Beam Shear: Vu1 = 720 lb L _L Allowable Beam Shear: Vc1 = 12318 lb Punching Shear Calculations(Two Way Shear): zsss ft Critical Perimeter: Bo= 62 in Punching Shear: Vu2= 7001 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 54424 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 7211 lb Factored Moment: Mu= 35329 in-lb Total Load: PT= 7211 lb Nominal Moment Strength: Mn= 92387 in-lb Ultimate Factored Load: Pu= 10095 lb Footing plus soil above footing weight: Wt= 614 lb page Project:22152BA-FOUR D CONSTRUCTION 2no Patrick J. Burke Location:F30-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 Footing Size: 2.5 FT x 2.5 FT x 15.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.6 12/28/2017 9:30:27 AM CAUTIONS Footinghas been designed without reinforcement 9 FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 ft Depth: Depth= 15 in Effective Depth to Top Layer of Steel: d= 13 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 3.5 in 3.5 in FOOTING CALCULATIONS I Bearing Calculations: Ultimate Bearing Pressure: Qu= 1312 psf Effective Allowable Soil Bearing Pressure:Qe= 1313 psf Required Footing Area: Areq= 6.25 sf Area Provided: A= 6.25 sf 15 in Baseplate Bearing: Bearing Required: Bear= 11484 lb Allowable Bearing: Bear-A= 28634 lb - Beam Shear Calculations(One Way Shear): Sin Beam Shear: Vu1 = 766 lb __ Allowable Beam Shear: Vc1 = 14300 lb Punching Shear Calculations(Two Way Shear): 2.5 ft Critical Perimeter: Bo= 66 in Punching Shear: Vu2= 8010 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 62763 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 8203 lb Factored Moment: Mu= 43066 in-lb Total Load: PT= 8203 lb Nominal Moment Strength: Mn= 116188 in-lb Ultimate Factored Load: Pu= 11484 lb Footing plus soil above footing weight: Wt= 755 lb Project:22152BA-FOUR D CONSTRUCTION 2 page Patrick J. Burke Location:F36-TYP ISOLATED BR'G PAD AlannMascord Design Footing 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland.OR 97210 Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C. ENV/(4)min. StruCalc Version 10.0.1.6 12/28/2017 9:30:27 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fc= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE F 3.5 in- Width: W= 3 ft I Length: L= 3 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE 12 in Column Type: Wood o __ n — Column Width: m= 3.5 in — Column Depth: n= 3.5 in l j Sin FOOTING CALCULATIONS 3ft Bearing Calculations: 3.5 In Ultimate Bearing Pressure: Qu= 1350 psf I Effective Allowable Soil Bearing Pressure: Qe= 1350 psf — Required Footing Area: Areq= 9 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 17010 lb 12,in Allowable Bearing: Bear-A= 33841 lb '— n n C Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 4607 lb 1 3in Allowable Beam Shear: Vc1 = 22275 lb Punching Shear Calculations(Two Way Shear): aft Critical Perimeter: Bo= 47 in Punching Shear: Vu2= 15198 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 87244 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 131175 lb Dead Load: PD= 12150 lb Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 12150 lb Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 17010 lb Bending Calculations: Footing plus soil above footing weight: Wt= 870 lb Factored Moment: Mu= 76545 in-lb Nominal Moment Strength: Mn= 336668 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.62 in Steel Required Based on Moment: As(1)= 0.17 in2 -_ Min.Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.78 in2 Controlling Reinforcing Steel: As-reqd= 0.78 in2 Selected Reinforcement: #4's @ 9.0 in. o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in Note:Plain concrete adequate for bending, therefore adequate development length not required. page Project:22152BA-FOUR D CONSTRUCTION 2on Patrick J. Burke Location:F42-TYP ISOLATED BR'G PAD Alan Mascord Design Footing on 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 Footing Size: 3.5 FT x 3.5 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(5)min. StruCalc Version 10.0.1.6 12/28/2017 9:30:27 AM 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= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft 3.5 in 1 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= 3.5 in 12 in Column Depth: n= 3.5 in p Q O t q FOOTING CALCULATIONS 3 in Bearing Calculations: i 3.5 ft Ultimate Bearing Pressure: Qu= 1350 psf E3.5in4 Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 12.25 sf --T- Area rArea Provided: A= 12.25 sf Baseplate Bearing: Bearing Required: Bear= 23152 lb 12 in Allowable Bearing: Bear-A= 33841 lb H Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 7028 lb 3 in Allowable Beam Shear: Vc1 = 25988 lb Punching Shear Calculations(Two Way Shear): 3.5n- Critical Perimeter: Bo= 47 in Punching Shear: Vu2= 21340 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 87244 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 131175 lb Dead Load: PD= 16537 lb Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 16537 lb Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 23152 lb Bending Calculations: Footing plus soil above footing weight: Wt= 1184 lb Factored Moment: Mu= 121547 in-lb Nominal Moment Strength: Mn= 419670 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.66 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 @ 8.0 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= 18 in page Project:22152BA-FOUR D CONSTRUCTION 2R.Patrick J. Burke Location:FC1 -TYP MAX BR'G FTG COLUMN UP TO F36 Alan Mascord Design Column 111 2187 NW Reed St, Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 IN x 3.5 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:27 AM Section Adequate By: 0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 14550 lb Total Load: Vert-TL-Rxn= 14550 lb COLUMN DATA Total Column Length: 4 ft Unbraced Length(X-Axis)Lx: 4 ft V Unbraced Length(Y-Axis)Ly: 4 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 1188 psi Cd=O.90 Cf=1.15 Cp=O.85 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1215 psi Cd=O.90 CF=1.50 4 ft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1215 psi Cd=O.90 CF=1.50 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 13.71 Ley/dy= 13.71 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING Actual Compressive Stress: Fc= 1188 psi Live Load: PL= 0 lb Allowable Compressive Stress: Fc'= 1188 psi Dead Load: PD= 14539 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 11 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 14550 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1215 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1215 psi Combined Stress Factor: CSF= 1 V Project:22152BA-FOUR D CONSTRUCTION 2 page Patrick J. Burke / Location:FC2 TYP MAX BR'G FTG COLUMN @ F42 Alan Mascord Design Column 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.5 INx5.5INx4.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/28/2017 9:30:27 AM Section Adequate By:0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 18547 lb Total Load: Vert-TL-Rxn= 18547 lb COLUMN DATA Total Column Length: 4 ft Unbraced Length(X-Axis)Lx: 4 ft Unbraced Length(Y-Axis)Ly: 4 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 700 psi Fc'= 613 psi Cd=0.90 Cp=0.97 Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 675 psi Cd=O.90 CF=1.00 4 ft Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 675 psi Cd=O.90 CF=1.00 A Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 5.5 in Area: A= 30.25 in2 Section Modulus(X-X Axis): Sx= 27.73 in3 Section Modulus(Y-Y Axis): Sy= 27.73 in3 Slenderness Ratio: Lex/dx= 8.73 Ley/dy= 8.73 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING Actual Compressive Stress: Fc= 613 psi Live Load: PL= 0 lb Allowable Compressive Stress: Fc'= 613 psi Dead Load: PD= 18521 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 26 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 18547 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 675 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 675 psi Combined Stress Factor: CSF= 1