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Specifications (54) %Cny \)3 \ems AL AN RECEIVED DEC 28 2017 DESIGNCM OF TIGARD ASSOCIATES, I Nell. DIM:DIVISION OPTION PLAN 22199 BY: FOUR D CONSTRUCTION #2 (TRUSS ROOF DESIGN) GRAVITY LOADS BASED ON AFPA NDS-12 FLOOR - 40# LIVE, 10# DEAD ROOF - 25# SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING - 20# LIVE, 10# DEAD DECKS - 60# LIVE, 10# DEAD EXITS/STAIRS - 50# TOTAL LOAD BEAM CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.Reed St.Suite#100 PORTLAND,OR. 97210 A page Project:22199 FOUR D CONST 2 Patrick J.Burke Alan Mascord Design Location:M1-BM ACROSS FRONT 1/2 GAR UNDER GAMES RM DRMR St,Ste 100 of NW Reed Multi-Loaded Multi-Span Beam 2187 2187ad,OR 9St0 [2015 International Building Code(2015 NDS)] 3.5 IN x 11.5 IN x 9.0 FT StruCalc Version 10.0.1.6 12/27/2017 7:59:32 AM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:42.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/2053 Dead Load 0.04 in Total Load 0.09 IN L/1176 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1139 lb 1139 lb Dead Load 849 lb 849 lb Total Load 1988 lb 1988 lb Bearing Length 0.91 in 0.91 in BEAM DATA Center r Span Length 9 ft B Unbraced Length-Top 0 ft A Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 253 plf #2-Douglas-Fir-Larch Uniform Dead Load 180 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 442 plf Cd=9.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc- I = 625 psi Fc- = 625 psi Controlling Moment: 4472 ft-lb 4.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1988 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: 54.21 in3 77.15 in3 Area(Shear): 16.56 in2 40.25 in2 Moment of Inertia(deflection): 90.55 in4 443.59 in4 Moment: 4472 ft-lb 6365 ft-lb Shear: 1988 lb 4830 lb Project:22199 FOUR D CONST 2 page Patrick J. Burke Location:M2-BM'S OVER FRONT 1/2 GAR UNDER GAMES RM DRMR a Alan Mascord Design / Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 [2015 International Building Code(2015 NDS)] or Portland,OR 97210 5.51Nx11.51Nx10.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:33 AM Section Adequate By:26.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1340 Dead Load 0.08 in Total Load 0.18 IN L/706 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 1 REACTIONS A B Live Load 1816 lb 1401 lb Dead Load 1516 lb 1314 lb Total Load 3332 lb 2715 lb Bearing Length 0.97 in 0.79 in BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft A 10.5 ft Unbraced Length-Bottom 10.5 ft B Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 53 plf #2-Douglas-Fir-Larch Uniform Dead Load 13 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Total Uniform Load 80 plf Cd=1.15 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 196 psi POINT LOADS-CENTER SPAN Cd=1.15 Load Number One Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Live Load 1139 lb Min.Mod.of Elasticity: E—min= 470 ksi E_min'= 470 ksi Dead Load 849 lb Comp.-L to Grain: Fc--L -- = 625 psi Fc-- '= 625 psi Location 2 ft TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 8033 ft-lb Load Number One 4.62 Ft from left support of span 2(Center Span) Left Live Load 179 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 200 plf Controlling Shear: 3332 lb Right Live Load 179 plf At left support of span 2(Center Span) Right Dead Load 200 plf Created by combining all dead loads and live loads on span(s)2 Load Start 2 ft Load End 10.5 ft Comparisons with required sections: Req'd Provided Load Length 8.5 ft Section Modulus: 95.79 in3 121.23 in3 Area(Shear): 25.56 in2 63.25 in2 Moment of Inertia(deflection): 237.09 in4 697.07 in4 Moment: 8033 ft-lb 10166 ft-lb Shear: 3332 lb 8244 lb page Project:22199 FOUR D CONST 2 Patrick J.Burke Location:M3-16/0 O.H. GARAGE 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 5.125 IN x 12.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:33 AM Section Adequate By:40.9% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.31 IN L/620 Dead Load 0.26 in Total Load 0.57 IN L/338 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B 1 Live Load 2650 lb 2650 lb 2 Dead Load 2180 lb 2180 lb Total Load 4830 lb 4830 lb Bearing Length 1.45 in 1.45 in BEAM DATA Center Span Length 16 ft �s n B Unbraced Length-Top 0 ft A Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.26 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 13 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 1816 lb 1816 lb Cd=1.00 Dead Load 1516 lb 1516 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3 ft 13 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 Three Comp.--to Grain: Fc-l= 650 psi Fc-1'= 650 psi Left Live Load 163 plf 69 plf 163 plf Left Dead Load 109 plf 46 plf 109 plf Controlling Moment: 14809 ft-lb Right Live Load 163 plf 69 plf 163 plf 8.0 Ft from left support of span 2(Center Span) Right Dead Load 109 plf 46 plf 109 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 3 ft 13 ft Controlling Shear: 4830 lb Load End 3 ft 13 ft 16 ft At left support of span 2(Center Span) Load Length 3 ft 10 ft 3 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 74.04 in3 123 in3 Area(Shear): 27.34 in2 61.5 in2 Moment of Inertia(deflection): 523.67 in4 738 in4 Moment: 14809 ft-lb 24600 ft-lb Shear 4830 lb 10865 lb Project:22199 FOUR D CONST 2 page LocatioAN A . Patrick J. Burke Multi-Loadedn:M4-Multi-SpanMIGARBeam BMAlan Mascord Design [2015 International Building Code(2015 NDS)] 2187 NW Reed St, Ste 100 of 5.5 IN x 24.0 IN x 22.0 FT Portland,OR 97210 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 Section Adequate By:34.9% 12!27!2017 7:59:34 AM Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.41 IN L/637 Dead Load 0.25 in Total Load 0.67 IN L/394 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 9814 lb 9218 lb 1 Dead Load 6253 lb 5843 lb 2 Total Load 16067 lb 15061 lb Bearing Length 4.49 in 4.21 in BEAM DATA Center Span Length 22 ft - _ Unbraced Length-Top 0 ft A —22 rt Unbraced Length-Bottom 22 ft B Live Load Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.25 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 29 plf 24F-V4-Visually Graded Western Species Total Uniform Load 29 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2545 psi Load Number One Two Cd=1.15 Cv=0.92 Live Load 3869 lb 4646 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Dead Load 2959 lb 3477 lb Cd=1.15 Location 6.25 ft 16.25 ft 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 Three Comp.-L to Grain: Fc- = 650 psi Fc--i-'= 650 psi Left Live Load 681 plf 380 plf 428 plf Left Dead Load 421 plf 95 plf 252 plf Controlling Moment: 83016 ft-lb Right Live Load 681 plf 380 plf 428 plf 10.56 Ft from left support of span 2 (Center Span) Right Dead Load 421 plf 95 plf 252 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 6.25 ft 16.25 ft Controlling Shear: 16067 lb Load End 6.25 ft 16.25 ft 22 ft At left support of span 2(Center Span) Load Length 6.25 ft 10 ft 5.75 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 391.4 in3 528 in3 Area(Shear): 79.08 in2 132 in2 Moment of Inertia(deflection): 3857.05 in4 6336 in4 Moment: 83016 ft-lb 111988 ft-lb Shear: 16067 lb 26818 lb page Project:22199 FOUR D CONST 2 Patrick J.Burke Location:M5-BM BTWN GARAGE I STORAGE Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St, Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.5 IN x 11.5 IN x 11.5 FT StruCalc Version 10.0.1.6 12!27/2017 7:59:34 AM #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 57.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/1222 Dead Load 0.03 in Total Load 0.15 IN L/938 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1495 lb 1495 lb Dead Load 453 lb 453 lb Total Load 1948 lb 1948 lb Bearing Length 0.57 in 0.57 in BEAM DATA Center Span Length 11.5 ft __ �isft B Unbraced Length-Top 0 ft A Unbraced Length-Bottom 11.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 260 plf #2-Douglas-Fir-Larch Uniform Dead Load 65 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 339 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.1 to Grain: Fc-1= 625 psi Fc- '= 625 psi Controlling Moment: 5599 ft-lb 5.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1948 lb 12.0 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: 76.79 in3 121.23 in3 Area(Shear): 17.18 in2 63.25 in2 Moment of Inertia(deflection): 205.29 in4 697.07 in4 Moment: 5599 ft-lb 8840 ft-lb Shear -1948 lb 7168 lb Project:22199 FOUR D CONST 2 page Location:M6-MULT JSTS BY STAIRS Patrick J. Burke Multi-Loaded Multi-Span Beam Alan Mascord Design [2015 International Building Code(2015 NDS)] Portland,OR 97210 2187 NW Reed St,Ste 100 (2) 1.5 INx11.25INx11.17FT or #2-Douglas-Fir-Larch-Dry Use Section Adequate By:430.9°1° StruCalc Version 10.0.1.6 12/27/2017 7:59:34 AM Controlling Factor: Moment ICAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members I DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/5450 Dead Load 0.01 in Total Load 0.04 IN L/3803 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 223 lb 223 lb Dead Load 97 lb 97 lb Total Load 320 lb 320 lb Bearing Length 0.17 in 0.17 in BEAM DATA Center Span Length 11.17 ft . Unbraced Length-Top 0 ft ----- Unbraced Length-Bottom 11.17 ft A 11.17n Live Load Duration Factor 1.00 B Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 57 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc-1= 625 psi Fc--I-'= 625 psi Controlling Moment: 894 ft-lb 5.59 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -320 lb 11.0 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: 11.92 in3 63.28 in3 Area(Shear): 2.67 in2 33.75 in2 Moment of Inertia(deflection): 23.51 in4 355.96 in4 Moment: 894 ft-lb 4746 ft-lb Shear: -320 lb 4050 lb page Project:22199 FOUR 0 CONST 2 SE.Patrick J. Burke Alan Mascord Design Location:M7-BM ACROSS FOYER W Ree Nd St,Ste 100 of Multi-Loaded Multi-Span Beam 2187 2187 a Nd,OR d St0 [2015 International Building Code(2015 NDS)] 3.5 IN x 11.25 IN x 5.0 FT StruCalc Version 10.0.1.6 12/27J2017 7:59:34 AM #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 166.7% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5063 Dead Load 0.00 in Total Load 0.01 IN L/4002 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1400 lb 1400 lb Dead Load 371 lb 371 lb Total Load 1771 lb 1771 lb Bearing Length 0.81 in 0.81 in BEAM DATA Center Span Length 5 ft e n B Unbraced Length-Top 0 ft A Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 560 plf #2-Douglas-Fir-Larch Uniform Dead Load 140 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 709 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc-1= 625 psi Fc--L'= 625 psi Controlling Moment: 2214 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: 1771 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: 26.84 in3 73.83 in3 Area(Shear): 14.76 in2 39.38 in2 Moment of Inertia(deflection): 29.53 in4 415.28 in4 Moment: -- 2214 ft-lb 6091 ft-lb Shear: 1771 lb 4725 lb Project:22199 FOUR D CONST 2 page En Patrick J. Burke Location: M8-FLUSH BM @REAR POCH Alan Mascord Design / Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 [2015 International Building Code(2015 NDS)] or Portland, OR 97210 5.125 IN x 9.0 IN x 12.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:34 AM Section Adequate By:28.3% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.23 IN L/625 Dead Load 0.24 in Total Load 0.47 IN L/308 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 1662 lb 1662 lb Dead Load 1710 lb 1710 lb Total Load 3372 lb 3372 lb Bearing Length 1.01 in 1.01 in BEAM DATA Center �. m Span Length 12 ft ,gym Unbraced Length-Top 0 ft A — 12 rt Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.24 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 277 plf Uniform Dead Load 275 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 562 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-1= 650 psi Fc- L'= 650 psi Controlling Moment: 10116 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: -3372 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: 50.58 in3 69.19 in3 Area(Shear): 19.09 in2 46.13 in2 Moment of Inertia(deflection): 242.74 in4 311.34 in4 Moment: 10116 ft-lb 13838 ft-lb Shear: -3372 lb 8149 lb page Project:22199 FOUR D CONST 2 Patrick J. Burke Location:M9-FLUSH BM 0/KIT.CABINETS Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 or / [2015 International Building Code(2015 NDS)] EN Portland, OR 97210 5.5 IN x 11.5IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:34 AM Section Adequate By:25.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/1099 Dead Load 0.03 in Total Load 0.14 IN L/857 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2200 lb 2200 lb Dead Load 619 lb 619 lb Total Load 2819 lb 2819 lb Bearing Length 0.82 in 0.82 in BEAM DATA Center . Span Length 10 ft —ion B 40 Unbraced Length-Top 0 ft A Unbraced ttoft Live Load DurationLength-BoFactorm 1.00f10 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 440 plf #2-Douglas-Fir-Larch Uniform Dead Load 110 plf Base Values Adiusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 564 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.--to Grain: Fc---= 625 psi Fc--i-'= 625 psi Controlling Moment: 7046 ft-lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2819 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: Reo'd Provided Section Modulus: 96.64 in3 121.23 in3 Area(Shear): 24.87 in2 63.25 in2 Moment of Inertia(deflection): 228.42 in4 697.07 in4 Moment: 7046 ft-lb 8840 ft-lb Shear: -2819 lb 7168 lb Project:22199 FOUR D CONST 2 page Location: M10-SMALL BM BTWN GREAT RM/DININGnu Patrick J. Burke Multi-Loaded Multi-Span Beam Alan Mascord Design [2015 International Building Code(2015 NDS)] 2187 NW Reed St, Ste 100 of 3.125 IN x 9.0 IN x 7.5 FT Portland, OR 97210 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:32 AM Section Adequate By: 32.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/600 Dead Load 0.04 in Total Load 0.19 IN L/477 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2700 lb 2700 lb Dead Load 698 lb 698 lb Total Load 3398 lb 3398 lb Bearing Length 1.67 in 1.67 in BEAM DATA Center Span Length 7.5 ft Unbraced Length-Top 0 ft -__ -. 7.6 ft Unbraced Length-Bottom 7.5 ft A g Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required O,04 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 720 plf Uniform Dead Load 180 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 906 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 Min. Mod. of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.-L to Grain: Fc-1= 650 psi Fc---'= 650 psi Controlling Moment: 6371 ft-lb 3.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3398 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: 31.85 in3 42.19 in3 Area (Shear): 19.23 in2 28.13 in2 Moment of Inertia(deflection): 113.89 in4 189.84 in4 Moment: 6371 ft-lb 8438 ft-lb Shear: -3398 lb 4969 lb page Project:22199 FOUR D CONST 2 Patrick J. Burke • Location:M11-BM BTWN GREAT RM/DINING 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 19.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 12/27/2017 7:59:32 AM Section Adequate By: 3.5% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.61 IN L/373 Dead Load 0.20 in Total Load 0.81 IN L/281 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1498 lb 2209 lb 1 Dead Load 556 lb 740 lb Total Load 2054 lb 2949 lb Bearing Length 0.52 in 0.75 in BEAM DATA Center Span Length 19 ft -_ B Unbraced Length-Top 0 ft A Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 53 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 13 plf Base Values Adjusted Beam Self Weight 18 plf Bending Stress: Fb= 2900 psi Fb'= 2921 psi Total Uniform Load 84 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 2700 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 698 lb Comp.1 to Grain: Fc-1-= 750 psi Fc--I-'= 750 psi Location 12 ft *Load obtained from Load Tracker. See Summary Report for details. Controlling Moment: 18539 ft-lb 11.97 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2948 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: 76.16 in3 110.74 in3 Area(Shear): 15.25 in2 59.06 in2 Moment of Inertia(deflection): 601.71 in4 622.92 in4 Moment: 18539 ft-lb 26955 ft-lb Shear -2948 lb 11419 lb Project:22199 FOUR D CONST 2 page 1111 Patrick J. Burke Location:M12-BM OVER MID GREAT RM. Alan Mascord Design / Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] Portland, OR 97210 5.125 IN x 15.0 IN x 19.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:32 AM Section Adequate By:20.3% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.42 IN L/545 Dead Load 0.37 in Total Load 0.79 IN L/289 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 4762 lb 3443 lb 2 3 Dead Load 3946 lb 3061 lb Total Load 8708 lb 6504 lb Bearing Length 2.61 in 1.95 in BEAM DATA Center Span Length 19 ft Unbraced Length-Top 0 ft A 19 rt Unbraced Length-Bottom 19 ft B Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.37 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 40 plf Uniform Dead Load 90 plf MATERIAL PROPERTIES Beam Self Weight 17 plf 24F-V4-Visually Graded Western Species Total Uniform Load 147 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two * Three Fb_cmpr= 1850 psi Fb'= 2371 psi Live Load 1724 lb 663 lb 663 lb Cd=1.00 Cv=0.99 Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 1150 lb 450 lb 450 lb Cd=1.00 Location 2 ft 5 ft 11 ft *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-I-to Grain: Fc--1-= 650 psi Fc--L'= 650 psi Load Number One Two Three Left Live Load 50 plf 265 plf 265 plf Controlling Moment: 30543 ft-lb Left Dead Load 34 plf 176 plf 175 plf 10.83 Ft from left support of span 2(Center Span) Right Live Load 50 plf 265 plf 265 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 34 plf 176 plf 176 plf Controlling Shear: 8708 lb Load Start 0 ft 0 ft 11 ft At left support of span 2(Center Span) Load End 19 ft 5 ft 19 ft Created by combining all dead loads and live loads on span(s)2 Load Length 19 ft 5 ft 8 ft Comparisons with required sections: Req'd Provided Section Modulus: 154.61 in3 192.19 in3 Area(Shear): 49.29 in2 76.88 in2 Moment of Inertia(deflection): 1197.7 in4 1441.41 in4 Moment: 30543 ft-lb 37967 ft-lb Shear: 8708 lb 13581 lb page Project:22199 FOUR D CONST 2 M Patrick J. Burke Location:M13-GREAT RM WINDOW 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 5.125 INx13.5INx3.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:32 AM Section Adequate By:6.5% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/8501 Dead Load 0.00 in Total Load 0.01 IN L/4601 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B I Live Load 3703 lb 6125 lb Dead Load 2846 lb 5350 lb Total Load 6549 lb 11475 lb Bearing Length 1.97 in 3.44 in BEAM DATA Center Span Length 3 ftB - - - .. Unbraced Length-Top 0 ft 3ft Unbraced Length-Bottom 3 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 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 15 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 1662 lb 6886 lb c171 C/.00 Dead Load 1710 lb 6122 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft 2 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc-1-= 650 psi Fc-1'= 650 psi Load Number One Left Live Load 640 plf Controlling Moment: 11370 ft-lb Left Dead Load 160 plf 1.98 Ft from left support of span 2(Center Span) Right Live Load 640 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 160 plf Controlling Shear: -11476 lb Load Start 0 ft At right support of span 2(Center Span) Load End 2 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2 ft Comparisons with required sections: Req'd Provided Section Modulus: 56.85 in3 155.67 in3 Area(Shear): 64.96 in2 69.19 in2 Moment of Inertia(deflection): 54.81 in4 1050.79 in4 Moment: 11370 ft-lb 31134 ft-lb Shear: -11476 lb 12223 lb Project:22199 FOUR D CONST 2 page Patrick J. Burke Location:M14-FRONT PORCH SIDE BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 [2015 International Building Code(2015 NDS)] °' Portland,OR 97210 5.51Nx9.51Nx20.0FT(16+4) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:32 AM Section Adequate By:67.2% Controlling Factor: Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.12 IN L/1656 -0.01 IN L/7100 Dead Load 0.09 in 0.00 in Total Load 0.21 IN L/922 -0.01 IN L/4127 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B C Live Load 486 lb 1378 lb 144 lb Dead Load 391 lb 1112 lb -276 lb Total Load 877 lb 2490 lb -132 lb Uplift(1.5 F.S) 0 lb 0 lb -762 lb Bearing Length 0.26 in 0.72 in 0.00 in BEAM DATA Center Right Span Length 16 ft 4 ft A is ft Oft , c Unbraced Length-Top O ft O ft C Unbraced Length-Bottom 16 ft 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Right Uniform Live Load 76 plf 76 plf MATERIAL PROPERTIES Uniform Dead Load 50 plf 50 plf #2-Douglas-Fir-Larch Beam Self Weight 11 plf 11 plf Base Values Adjusted Total Uniform Load 137 plf 137 plf Bending Stress: Fb= 875 psi Fb'= 866 psi Cd=1.00 C1=0.99 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.--to Grain: Fc-1= 625 psi Fc--L'= 625 psi Controlling Moment: -3570 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2, 3 Controlling Shear: -1322 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2, 3 Comparisons with required sections: Req'd Provided Section Modulus: 49.47 in3 82.73 in3 Area(Shear): 11.66 in2 52.25 in2 Moment of Inertia(deflection): 102.27 in4 392.96 in4 Moment: -3570 ft-lb 5971 ft-lb Shear: -1322 lb 5922 lb page Project:22199 FOUR D CONST 2ME Patrick J. Burke Location: M15-FRONT PORCH BM @ STUDY Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 5.5 IN x 7.5 IN x 16.5 FT(12.5+4) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:32 AM Section Adequate By: 55.5% Controlling Factor: Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.09 IN L/1634 -0.01 IN L/6045 Dead Load 0.07 in -0.01 in Total Load 0.16 IN L/931 -0.01 IN L/3695 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B C Live Load 385 lb 1010 lb 143 lb Dead Load 296 lb 784 lb -107 lb Total Load 681 lb 1794 lb 36 lb Uplift(1.5 F.S) 0 lb 0 lb -388 lb Bearing Length 0.20 in 0.52 in 0.01 in BEAM DATA Center Right 12.5 ft aft Span Length 12.5 ft 4 ft A Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 12.5 ft 4 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Right Notch Depth 0.00 Uniform Live Load 76 plf 76 plf MATERIAL PROPERTIES Uniform Dead Load 50 plf 50 plf #2-Douglas-Fir-Larch Beam Self Weight 9 plf 9 plf Base Values Adjusted Total Uniform Load 135 plf 135 plf Bending Stress: Fb= 750 psi Fb'= 746 psi Cd=1.00 C1=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.-I-to Grain: Fc- = 625 psi Fc- L'= 625 psi Controlling Moment: -2062 ft-lb Over right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: -1008 lb 12.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2, 3 Comparisons with required sections: Reg'd Provided Section Modulus: 33.16 in3 51.56 in3 Area(Shear): 8.9 in2 41.25 in2 Moment of Inertia(deflection): 49.87 in4 193.36 in4 Moment: -2062 ft-lb 3207 ft-lb Shear: -1008 lb 4675 lb Project:22199 FOUR D CONST 2 page Location:M16-SIDE BM AT REAR PATIO Patrick J. Burke Multi-Loaded Multi-Span Beam Alan Mascord Design [2015 International Building Code(2015 NDS)] 2187 NW Reed St,Ste 100 of 5.5 IN x 7.5 IN x 12.0 FT Portland, OR 97210 #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 Section Adequate By: 32.7% 12/27/2017 7:59:33 AM Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/1021 Dead Load 0.11 in Total Load 0.25 IN L/575 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 456 lb 456 lb Dead Load 354 lb 354 lb Total Load 810 lb 810 lb Bearing Length 0.24 in 0.24 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft A --12ft B Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 76 plf #2-Douglas-Fir-Larch Uniform Dead Load 50 plf Base Values Adjusted, Beam Self Weight 9 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 135 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod,of Elasticity: E_min= 470 ksi Emin'= 470 ksi Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 2429 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: 810 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: Redd Provided Section Modulus: 38.86 in3 51.56 in3 Area(Shear): 7.14 in2 41.25 in2 Moment of Inertia(deflection): 80.7 in4 193.36 in4 Moment: 2429 ft-lb 3223 ft-lb Shear: 810 lb 4675 lb page Project:22199 FOUR D CONST 2 ME Patrick J. Burke Location:M17-BM AT REAR PATIO Alan Mascord Design Multi-Loaded Multi-Span Beam NM 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.125 INx10.5INx13.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:33 AM Section Adequate By:21.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.30 IN L/540 Dead Load 0.25 in Total Load 0.55 IN L/294 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 2000 lb 2142 lb Dead Load 1529 lb 1899 lb Total Load 3529 lb 4041 lb Bearing Length 1.06 in 1.21 in BEAM DATA Center Span Length 13.5 ft i 13.Sft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 13.5 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 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 1662 lb Cd=1.00 Dead Load 1710 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 9.5 ft Cd=1.00 *Load obtained from Load Tracker.See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc-1= 650 psi Fc--L'= 650 psi Load Number One Two Left Live Load 240 plf 50 plf Controlling Moment: 15503 ft-lb Left Dead Load 150 plf 34 plf Right Live Load 240 plf 50 plf 8.78 Ft from left support of span 2(Center Span} ight Dead Load 150 plf 34 plf Created by combining all dead loads and live loads on span(s)2 RRoad Start 0 ft 9.4 ft Controlling Shear: -4041 lb 14.0 Ft from left support of span 2(Center Span) Load End 9.5 ft 13.5 ftLoad Length 9.5 ft 4 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 77.51 in3 94.17 in3 Area(Shear): 22.88 in2 53.81 in2 Moment of Inertia(deflection): 403.26 in4 494.4 in4 Moment: 15503 ft-lb 18834 ft-lb Shear: -4041 lb 9507 lb Project:22199 FOUR D CONST 2 page Patrick J. Burke Location:M18-HDR OVER WDWS @ DINING(4 PT BRG HDR) Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 [2015 International Building Code(2015 NDS)) or 5.125 IN x 9.0 IN x 9.99 FT(3.3+3.3+3.3) Portland, OR 97210 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:33 AM Section Adequate By: 10.9% Controlling Factor:Shear DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.00 IN L/MAX 0.00 IN L/MAX 0.00 IN L/MAX Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.00 IN L/MAX 0.01 IN L/7547 0.00 IN L/MAX Live Load Deflection Criteria: Li360 Total Load Deflection Criteria:L/240 REACTIONS A B C D Live Load 539 lb 6169 lb 2168 lb 539 lb Dead Load 73 lb 3850 lb 1182 lb 174 lb1 Total Load 612 lb 10019 lb 3350 lb 713 lb Uplift(1.5 F.S) -281 lb 0 lb 0 lb -63 lb Bearing Length 0.18 in 3.01 in 1.01 in 0.21 in BEAM DATA ,' :v . ''. ' .. Left Center Right : Span Length 3.33 ft 3.33 ft 3.33 ft A -3.33 ft --3.33 ft- _ -. 3.33 ft Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 3.33 ft 3.33 ft 3.33 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Left Center Right Uniform Live Load 360 plf 360 plf 360 plf MATERIAL PROPERTIES Uniform Dead Load 180 plf 180 plf 180 plf 24F-V4-Visually Graded Western Species Beam Self Weight 10 plf 10 plf 10 plf Base Values Adjusted Total Uniform Load 550 plf 550 plf 550 plf Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb_cmpr'= 2121 psi POINT LOADS-CENTER SPAN ill Cd=1.15 CI=1.00 Load Number One Shear Stress: Fv= 265 psi Fv'= 305 psi Live Load 5071 Ib Cd=1.15 Dead Load 3381 lb Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Location 0.5 ft Min.Mod. of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.1 to Grain: Fc---= 650 psi Fc-12= 650 psi Controlling Moment: -2173 ft-lb Over right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1,2 Controlling Shear: 8450 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 1,2 Comparisons with required sections: Req'd Provided Section Modulus: 12.29 in3 69.19 in3 Area(Shear): 41.59 in2 46.13 in2 Moment of Inertia(deflection): 9.9 in4 311.34 in4 Moment: -2173 ft-lb 12232 ft-lb Shear: 8450 lb 9371 lb page Project:22199 FOUR D CONST 2 WS Patrick J.Burke Location:M19-WINDOW HDR AT KITCHEN 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 3.5 IN x 7.25 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:33 AM Section Adequate By: 16.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/1834 Dead Load 0.02 in Total Load 0.04 IN L/1154 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1616 lb 1616 lb Dead Load 953 lb 953 lb Total Load 2569 lb 2569 lb Bearing Length 1.17 in 1.17 in BEAM DATA Center ' Span Length 4 ft - _ _ B Unbraced Length-Top 0 ft A — 4f — Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 380 plf #2-Douglas-Fir-Larch Uniform Dead Load 185 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 571 plf Cd=1.00 CF=1.30 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 428 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Left Dead Load 286 plf Min.Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 428 plf Comp.-I-to Grain: Fc--I-= 625 psi Fc--1-'= 625 psi Right Dead Load 286 plf Load Start 0 ft Controlling Moment: 2569 ft-lb Load End 4 ft 2.0 Ft from left support of span 2(Center Span) Load Length 4 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2569 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: Reo'd Provided Section Modulus: 26.35 in3 30.66 in3 Area(Shear): 21.41 in2 25.38 in2 Moment of Inertia(deflection): 23.12 in4 111.15 in4 Moment: 2569 ft-lb 2989 ft-lb Shear: -2569 lb 3045 lb Project:22199 FOUR D CONST 2 page Patrick J. Burke Location:M20-ENTRY PORCH BM-STUDY SIDE Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 [2015 International Building Code(2015 NDS)) Portland,OR 97210 5.51Nx5.51Nx6.0FT -- #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:33 AM Section Adequate By: 5.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1166 Dead Load 0.05 in Total Load 0.11 IN L/674 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 706 lb 513 lb Dead Load 518 lb 370 lb Total Load 1224 lb 883 lb Bearing Length 0.36 in 0.26 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top O ft A -__ s ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 139 plf #2-Douglas-Fir-Larch Uniform Dead Load 92 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 238 plf Cd=1.00 CF=9.00 Shear Stress: Fv= 170 psi Fv'= 170 psi POINT LOADS-CENTER SPAN Cd=1,00 Load Number One Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Live Load 385 lb Comp.±to Grain: Fc-1 = 625 psi Fc-1'= 625 psi Dead Load 296 lb Location 1.5 ft Controlling Moment: 1641 ft-lb `Load obtained from Load Tracker. See Summary Report for details. 2.28 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1223 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: 26.25 in3 27.73 in3 Area (Shear): 10.79 in2 30.25 in2 Moment of Inertia(deflection): 27.14 in4 76.26 in4 Moment: 1641 ft-lb 1733 ft-lb Shear: 1223 lb 3428 lb page Project:22199 FOUR D CONST 2 Patrick J. Burke Location:M21 -ENTRY PORCH BM-GARAGE SIDE 5 Alan Mascord Design Multi-Loaded Multi-Span BeamM 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.5 INx5.5INx7.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:33 AM Section Adequate By: 19.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1109 Dead Load 0.05 in Total Load 0.13 IN L/649 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 487 lb 487 lb Dead Load 345 lb 345 lb Total Load 832 lb 832 lb Bearing Length 0.24 in 0.24 in BEAM DATA Center Span Length 7 ft _ ft Unbraced Length-Top 0 ft A Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 139 plf #2-Douglas-Fir-Larch Uniform Dead Load 92 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 238 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.1 to Grain: Fc- I = 625 psi Fc--L'= 625 psi Controlling Moment: 1455 ft-lb 3.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -831 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: 23.28 in3 27.73 in3 Area(Shear): 7.34 in2 30.25 in2 Moment of Inertia(deflection): 28.2 in4 76.26 in4 Moment: 1455 ft-lb 1733 ft-lb Shear: -831 lb 3428 lb Project:22199 FOUR D CONST 2 page Patrick J. Burke Location:MJ1 -JSTS @ MID FRONT GAR Alan Mascord Design Floor Joist 2187 NW Reed St.Ste 100 [2015 International Building Code(2015 NDS)] of Portland, OR 97210 1.5 IN x 11.25 IN x 10.0 FT © 16 O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:34 AM Section Adequate By:243.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/3063 Dead Load 0.01 in Total Load 0.05 IN L/2414 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A_ Live Load 259 lb 195 lb Dead Load 67 lb 67 lb Total Load 326 lb 262 lb Bearing Length 0.35 in 0.28 in SUPPORT LOADS A B Live Load 194 plf 146 plf Dead Load 50 plf 50 plf A - -10 ft B Total Load 245 plf 197 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 10 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.00 Cr-1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc- = 625 psi Fc-l'= 625 psi JOIST LOADING Uniform Floor Loading Center Controlling Moment: 794 ft-lb Live Load LL= 10 psf 4.9 Ft from left support of span 2(Center Span) Dead Load DL= 10 psf Created by combining all dead loads and live loads on span(s)2 Total Load TL= 20 psf Controlling Shear: 325 lb TL Adj. For Joist Spacing wT= 26.7 plf At left support of span 2(Center Span) Partially Distributed Loading Created by combining all dead loads and live loads on span(s)2 Live Load LL= 30 psf Dead Load DL= 0 psf Comparisons with required sections: Req'd Provided Load Start A= 0 ft Section Modulus: 9.2 in3 31.64 in3 Load End CB = 8 ft Area(Shear): 2.71 in2 16.88 in2 Load Length C= 8 ft Moment of Inertia(deflection): 27.89 in4 177.98 in4 Moment: 794 ft-lb 2729 ft-lb Shear: 325 lb 2025 lb page Project:22199 FOUR D CONST 2 NE Patrick J. Burke Location:STUDS AT STAIRS Alan Mascord Design Column ME 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 1.5 INx5.5INx18.0FT@12O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:34 AM Section Adequate By: 12.7% DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 1.06 IN=L/203 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 324 lb B Dead Load: Vert-DL-Rxn= 248 lb Total Load: Vert-TL-Rxn= 572 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 135 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 135 lb COLUMN DATA Total Column Length: 18 ft Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 0 ft Column End Condition-K(e): 1 lett Axial Load Duration Factor 1.00 Lateral Load Duration Factor(Wind/Seismic) 1.33 STUD PROPERTIES #2-Douglas-Fir-Larch Base Values Adiusted Compressive Stress: Fc= 1350 psi Fc'= 1019 psi Cd=1.33 Cf=1.10 Cp=0.52 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1790 psi Cd=1.33 CF=1.30 Cr=1.15 C1=1.00 Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1790 psi Cd=1.33 CF=1.30 Cr--1.15 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi A Min.Mod.of Elasticity: E_min = 580 ksi E_min'= 580 ksi AXIAL LOADING Stud Section (X-X Axis): dx= 5.5 in Live Load: PL= 324 plf Stud Section(Y-Y Axis): dy= 1.5 in Dead Load: PD= 216 plf Area: A= 8.25 in2 Column Self Weight: CSW= 32 plf Section Modulus(X-X Axis): Sx= 7.56 in3 Total Axial Load: PT= 572 plf Section Modulus(Y-Y Axis): Sy= 2.06 in3 Slenderness Ratio: Lex/dx= 19.64 LATERAL LOADING (Dy Face) Ley/dy= 0 Uniform Lateral Load: wL-Lat= 15 psf Stud Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Actual Compressive Stress: Fc= 30 psi Allowable Compressive Stress: Fc'= 1019 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 608 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 964 psi Allowable Bending Stress(X-X Axis): Fbx'= 1790 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1790 psi Combined Stress Factor: CSF= 0.55 Project:22199 FOUR D CONST 2 page Patrick J. Burke Location:U1-WINDOW HDR AT MASTER BATH Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 [2015 International Building Code(2015 NDS)] of 'Portland, OR 97210 3.5 IN x 9.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:34 AM Section Adequate By:46.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2254 Dead Load 0.02 in Total Load 0.05 IN L/1338 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1232 lb 1211 lb Dead Load 844 lb 829 lb Total Load 2076 lb 2040 lb Bearing Length 0.95 in 0.93 in BEAM DATA Center r Span Length 6 ft _ ... . Unbraced Length-Top 0 ft A— — src _ Unbraced Length-Bottom 6 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 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 7 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Live Load 428 plf 403 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Left Dead Load 286 plf 269 plf Comp.1 to Grain: Fc- = 625 psi Fc- = 625 psi Right Live Load 428 plf 403 plf Right Dead Load 286 plf 269 plf Controlling Moment: 3066 ft-lb Load Start 0 ft 1 ft 3.0 Ft from left support of span 2(Center Span) Load End 1 ft 6 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1 ft 5 ft Controlling Shear: 2076 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: Redd Provided Section Modulus: 34.07 in3 49.91 in3 Area(Shear): 17.3 in2 32.38 in2 Moment of Inertia(deflection): 41.41 in4 230.84 in4 Moment: 3066 ft-lb 4492 ft-lb Shear: 2076 lb 3885 lb page Project:22199 FOUR D CONST 2En Patrick J.Burke Location:U2-WINDOW HDR AT BR.2 Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Ns Portland, OR 97210 3.5 INx5.5INx5.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:34 AM Section Adequate By:23.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1250 Dead Load 0.03 in Total Load 0.08 IN L/744 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 663 lb 663 lb Dead Load 450 lb 450 lb Total Load 1113 lb 1113 lb Bearing Length 0.51 in 0.51 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft a Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 265 plf #2-Douglas-Fir-Larch Uniform Dead Load 176 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 445 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 Min.Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.J to Grain: Fc-1= 625 psi Fc- '= 625 psi Controlling Moment: 1391 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: -1113 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: 14.27 in3 17.65 in3 Area(Shear): 9.27 in2 19.25 in2 Moment of Inertia(deflection): 15.65 in4 48.53 in4 Moment: 1391 ft-lb 1720 ft-lb Shear: -1113 lb 2310 lb Project:22199 FOUR D CONST 2 page • Patrick J. Burke Location: F18R-TYP ISOLATED BR'G PAD(ROUND) j Alan Mascord Design Footing , 2187 NW Reed St,Ste 100 [2015 International Building Code(2015 NDS)] of �. ��_ 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 12/27/2017 7:59:31 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 3.5in- 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 $'n Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 429 lb I Allowable Beam Shear: Vc1 = 3509 lb I3 in Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 38 in Punching Shear: Vu2= 2235 lb 1.5 ft 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:22199 FOUR 0 CONST 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)] NE 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 12/27/2017 7:59:31 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 i 3.5 in — Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1375 psf i Effective Allowable Soil Bearing Pressure:Qe= 1375 psf Required Footing Area: Areq= 2.78 sf 10'in Area Provided: A= 2.78 sf Baseplate Bearing: Bearing Required: Bear= 5347 lb 7- Allowable Allowable Bearing: Bear-A= 28634 lb 3'in Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 535 lb I I Allowable Beam Shear: Vc1 = 5867 lb 1 1.6667 ft Punching Shear Calculations(Two Way Shear): 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:22199 FOUR D CONST 2 on 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 12/27/2017 7:59:31 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 Column Depth: n= 3.5 in 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Footing Area: Areq = 4 sf Area Provided: A= 4.00 sf 12 in Baseplate Bearing: Bearing Required: Bear= 7560 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 630 lb 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:22199 FOUR D CONST 2 sa Patrick J. Burke Location:F28-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] a 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 12127/2017 7:59:31 AM CAUTIONS "Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Os= 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 x-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 gain Area Provided: A= 5.44 sf Baseplate Bearing: Bearing Required: Bear= 10095 lb 1 I Allowable Bearing: Bear-A= 28634 lb ' -1- Beam Beam Shear Calculations(One Way Shear): 1 i 3 in Beam Shear: Vu1 = 720 lb i -L Allowable Beam Shear: Vc1 = 12318 lb 2.333 rt Punching Shear Calculations(Two Way Shear): 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:22199 FOUR D CONST 2 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 12/27/2017 7:59:32 AM CAUTIONS Footing has been designed without reinforcement 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 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 f 3.5 in H FOOTING CALCULATIONS 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): 3 in 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 page Project:22199 FOUR D CONST 2 Patrick J. Burke Location: F36-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: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C. E/W/(4)min. StruCalc Version 10.0.1.6 12/27/2017 7:59:32 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 F 3.5 in Width: W= 3 ft I . 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 t 1 --.. n _ n Column Width: m= 3.5 in Column Depth: n= 3.5 in 3 in FOOTING CALCULATIONS —3ft I Bearing Calculations: F 3.5 in Ultimate Bearing Pressure: Qu= 1350 psf 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 Beam Shear Calculations(One Way Shear): 1T 1 3 in Beam Shear: Vu1 = 4607 lb ' Allowable Beam Shear: Vc1 = 22275 lb 3f— — Punching Shear Calculations(Two Way Shear): 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. c.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. Project:22199 FOUR D CONST 2 page Location: F42-TYP ISOLATED BR'G PAD on Alan MPatrick J. Burke ascord Design Footing 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 12/27/2017 7:59:32 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 Depth: Depth= 12 in 3.5 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 O O FOOTING CALCULATIONS 3 in Bearing Calculations: 3.5 ft Ultimate Bearing Pressure: Qu= 1350 psf )3.5in{ Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 12.25 sf Area Provided: A= 12.25 sf Baseplate Bearing: Bearing Required: Bear= 23152 lb 12 in Allowable Bearing: Bear-A= 33841 lb 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): 3.5 ft 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:22199 FOUR D CONST 2 Patrick J. Burke Location:FC1 -TYP MAX BR'G FTG COLUMN UP TO F36 Alan Mascord Design Column 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 INx3.5INx4.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/27/2017 7:59:32 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 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=0.90 0=1.15 Cp=0.85 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=0.90 CF=9.50 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): AXIAL LOADING Controlling Load Case:Axial Dead Load Only(D) Live Load: PL= 0 lb Actual Compressive Stress: Fc= 1188 psi Dead Load: PD= 14539 lb Allowable Compressive Stress: Fc'= 1188 psi Column Self Weight: CSW= 11 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Axial Load: PT= 14550 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-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 page , Project:22199 FOUR D CONST 2 Patrick J. Burke Location:FC2-TYP MAX BR'G FTG COLUMN @ F42 Alan Mascord Design Column se 2187 NW Reed St,Ste 100 of [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 12/27/2017 7:59:32 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 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= 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=0.90 CF=1.00 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 l Ley/dy= 8.73 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Dead Load Only(D) 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