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Specifications (92) kNa ALAN -R 'EV DEC 28 2017 TIGARD rI'ILI ` DIVISION DESIGN ASSOCIATES, I N C . OPTION PLAN 22151AD BY: FOUR D CONSTRUCTION (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 page Project:22151AD FOUR D CONST ni Patrick J. Burke Location:Ml-FLR JSTS OVER FRONT GARAGEAlan Mascord Design Floor Joist 2187 NW Reed St,Ste 100 of [2009 International Residential Code(2015 NDS)] Portland,OR 97210 1.5 IN x 11.25 IN x 10.5 FT @16O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:15 AM Section Adequate By: 119.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1993 Dead Load 0.03 in Total Load 0.09 IN L/1422 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 308 lb 472 lb Dead Load 99 lb 270 lb Total Load 407 lb 742 lb Bearing Length 0.43 in 0.79 in SUPPORT LOADS A B ..! Live Load 231 plf 354 plf __ Dead Load 74 plf 203 plf A 10.5 ft B Total Load 305 plf 557 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 10.5 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 JOIST LOADING Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Uniform Floor Loading Center Comp.L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Live Load LL= 40 psf Dead Load DL= 10 psf Controlling Moment: 1242 ft-lb Total Load TL= 50 psf 6.09 Ft from left support of span 2(Center Span) TL Adj. For Joist SpacingwT= 66.7 plf Created by combining all dead loads and live loads on span(s)2 Wall Loading Controlling Shear: -742 lb Wall One 10.0 Ft from left support of span 2(Center Span) Live Load(i to Joists): L1 = 165 plf Created by combining all dead loads and live loads on span(s)2 Dead Load(L to Joists)D1 = 172 plf Load Location X1 = 9.17 ft Comparisons with required sections: Reo'd Provided Section Modulus: 14.4 in3 31.64 in3 Area(Shear): 6.19 in2 16.88 in2 Moment of Inertia(deflection): 45.06 in4 177.98 in4 Moment: 1242 ft-lb 2729 ft-lb Shear: -742 lb 2025 lb Project:22151AD FOUR D CONST page ma Patrick J. Burke Location: M2-FLR JSTS OVER MID FRONT GARAGE Alan Mascord Design Floor Joist 2187 NW Reed St,Ste 100 of [2009 International Residential Code(2015 NDS)] Portland, OR 97210 1.5 IN x 11.25 IN x 10.5 FT @ 16 O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:15 AM Section Adequate By: 119.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/2176 Dead Load 0.03 in Total Load 0.09 IN L/1430 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 348 lb 296 lb Dead Load 246 lb 111 lb Total Load 594 lb 407 lb Bearing Length 0.63 in 0.43 in SUPPORT LOADS A B Live Load 261 plf 222 plf Dead Load 185 plf 83 plf A -10.5 ft Total Load 446 plf 305 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adiusted Span Length 10.5 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 JOIST LOADING Min.Mod. of Elasticity: E min= 580 ksi E min'= 580 ksi Uniform Floor Loading Center Comp.-L to Grain: Fc- = 625 psi Fc- '= 625 psi Live Load LL= 40 psf Dead Load DL= 10 psf Controlling Moment: 1245 ft-lb Total Load TL= 50 psf 4.41 Ft from left support of span 2(Center Span) TL Adj. For Joist SpacingwT= 66.7 plf Created by combining all dead loads and live loads on span(s)2 Wall Loading Controlling Shear: 594 lb Wall One At left support of span 2(Center Span) Live Load ( Ito Joists): L1 = 63 plf Created by combining all dead loads and live loads on span(s)2 Dead Load(1 to Joists)D1 = 163 plf Comparisons with required sections: Req'd Provided Load Location X1 = 2 ft Section Modulus: 14.43 in3 31.64 in3 Area(Shear): 4.95 in2 16.88 in2 Moment of Inertia(deflection): 44.81 in4 177.98 in4 Moment: 1245 ft-lb 2729 ft-lb Shear: 594 lb 2025 lb page Project:22151AD FOUR D CONST Patrick J. Burke Location:M3-RIM BEAM AT DEN CANTILEVER Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 or [2009 International Residential Code(2015 NDS)] Portland,OR 97210 (2)1.5 INx11.25INx12.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:16 AM Section Adequate By: 19.1% 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 0.07 IN L/1953 Dead Load 0.11 in Total Load 0.18 IN L/794 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 540 lb 540 lb Dead Load 788 lb 788 lb Total Load 1328 lb 1328 lb TRI Bearing Length 0.71 in 0.71 in w BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 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 90 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 137 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 50 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 34 plf Comp. to Grain: Fc- = 625 psi Fc- '= 625 psi Right Live Load 50 plf Right Dead Load 34plf Controlling Moment: 3984 ft-lb 6.0 Ft from left support of span 2(Center Span) Load Startnd0 ft ft Load End 12 ft Created by combining all dead loads and live loads on span(s)2 Load Length 12 ft Controlling Shear: 1328 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: Read Provided Section Modulus: 53.12 in3 63.28 in3 Area(Shear): 11.07 in2 33.75 in2 Moment of Inertia(deflection): 107.54 in4 355.96 in4 Moment: 3984 ft-lb 4746 ft-lb Shear: 1328 lb 4050 lb page Project:22151AD FOUR D CONST111 Patrick J. Burke Location: M4-MULT JSTS OVER FRONT GARAGE Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2009 International Residential Code(2015 NDS)] Portland, OR 97210 (3) 1.5 INx11.25INx10.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:16 AM Section Adequate By: 11.1% Controlling Factor: Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1421 Dead Load 0.08 in Total Load 0.17 IN L/739 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1070 lb 1632 lb Dead Load 966 lb 1514 lb Total Load 2036 lb 3146 lb TR1 Bearing Length 0.72 in 1.12 in BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft A 10.5 ft �B Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 900 psi Fb'= 1035 psi Total Uniform Load 61 plf Cd=1.00 CF=1.00 Cr-1.15 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 533 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 434 lb Min.Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 9.33 ft Comp. L to Grain: Fc- = 625 psi Fc-1'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 7370 ft-lb Load Number One Two 5.57 Ft from left support of span 2(Center Span) Left Live Load 237 plf 10 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 238 plf 70 plf Controlling Shear: -3146 lb Right Live Load 237 plf 10 plf 10.0 Ft from left support of span 2(Center Span) Right Dead Load 238 plf 70 plf Created by combining all dead loads and live loads on span(s)2 Load Start 2 ft 9.33 ft Load End 9.33 ft 10.5 ft Comparisons with required sections: Req'd Provided Load Length 7.33 ft 1.17 ft Section Modulus: 85.45 in3 94.92 in3 Area(Shear): 26.22 in2 50.63 in2 Moment of Inertia(deflection): 173.38 in4 533.94 in4 Moment: 7370 ft-lb 8187 ft-lb Shear: -3146 lb 6075 lb page Project:22151AD FOUR D CONST • Patrick J. Burke / Location:M5-MULT JSTS FRONT GARAGE BY DINING Alan Mascord Design Multi-Loaded Multi-Span BeamM 2187 NW Reed St,Ste 100 or [2009 International Residential Code(2015 NDS)] Portland.OR 97210 (3)1.5 INx11.25INx10.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:16 AM Section Adequate By: 18.3% 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 0.08 IN L/1533 Dead Load 0.08 in Total Load 0.16 IN L/794 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1025 lb 1409 lb Dead Load 929 lb 1314 lb Total Load 1954 lb 2723 lb TRS Bearing Length 0.69 in 0.97 in w BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft A 10.5 ft B Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 900 psi Fb'= 1035 psi Total Uniform Load 61 plf Cd=1.00 CF=1.00 Cr-i.15 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 237 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Left Dead Load 238 plf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 237 plf Comp.-1-to Grain: Fc- = 625 psi Fc-1'= 625 psi Right Dead Load 238 plf ControllingMoment: 6919 ft-lb Load Start 2 ft Load End 10.5 ft 5.46 Ft from left support of span 2(Center Span) Load Length 8.5 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2723 lb 10.0 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: Read Provided Section Modulus: 80.22 in3 94.92 in3 Area(Shear): 22.69 in2 50.63 in2 Moment of Inertia(deflection): 161.34 in4 533.94 in4 Moment: 6919 ft-lb 8187 ft-lb Shear: -2723 lb 6075 lb Project:22151AD FOUR D CONST page on Patrick J. Burke Location:M6-18/0 O.H. GARAGE DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or [2009 International Residential Code(2015 NDS)] ME Portland, OR 97210 5.125 INx15.0INx18.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:16 AM Section Adequate By:64.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.32 IN L/681 Dead Load 0.22 in Total Load 0.53 IN L/405 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3937 lb 3930 lb Dead Load 2819 lb 2801 lb 2 Total Load 6756 lb 6731 lb Bearing Length 2.03 in 2.02 in TR1 TR2 TR3 BEAM DATA Center Span Length 18 ft 7� ` Unbraced Length-Top 0 ft A 18 1t AO _ Unbraced Length-Bottom 18 ft B Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.22 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 17 plf 24F-V4-Visually Graded Western Species Total Uniform Load 17 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2383 psi Load Number One Two Cc/7,1.00 Cv=0.99 Live Load 1070 lb 1025 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 966 lb 929 lb Cd=1.00 Location 1.17 ft 16.83 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.1 to Grain: Fc--1-= 650 psi Fc-1'= 650 psi Left Live Load 371 plf 311 plf 400 plf Left Dead Load 199 plf 188 plf 212 plf Controlling Moment: 23279 ft-lb Right Live Load 371 plf 311 plf 400 plf 9.0 Ft from left support of span 2(Center Span) Right Dead Load 199 plf 188 plf 212 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 1.17 ft 16.83 ft Controlling Shear: 6756 lb Load End 1.17 ft 16.83 ft 18 ft At left support of span 2(Center Span) Load Length 1.17 ft 15.66 ft 1.17 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 117.2 in3 192.19 in3 Area(Shear): 38.24 in2 76.88 in2 Moment of Inertia(deflection): 854.58 in4 1441.41 in4 Moment: 23279 ft-lb 38173 ft-lb Shear: 6756 lb 13581 lb page Project:22151AD FOUR D CONST Patrick J.Burke Location:M7-MAIN GARAGE BM Km Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2009 International Residential Code(2015 NDS)] Portland,OR 97210 6.75 IN x 19.5 IN x 23.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:16 AM Section Adequate By:42.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.51 IN L/553 Dead Load 0.24 in Total Load 0.75 IN L/374 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 7380 lb 6717 lb 2 Dead Load 3906 lb 3237 lb Total Load 11286 lb 9954 lb raumminummus. Bearing Length 2.57 in 2.27 in BEAM DATA Center Span Length 23.5 ft B --- ---- -` Unbraced Length-Top 0 ft A23.5 ft Unbraced Length-Bottom 23.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.24 Uniform Live Load 0 plf Notch Depth 0.00 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 Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2199 psi Live Load 1632 lb 1409 lb al; Cv=0.92 Dead Load 1514 lb 1314 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3.67 ft 19.33 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.-1-to Grain: Fc--L= 650 psi Fc--L'= 650 psi Left Live Load 584 plf 452 plf 440 plf Left Dead Load 261 plf 142 plf 111 plf Controlling Moment: 55085 ft-lb Right Live Load 584 plf 452 plf 440 plf 11.51 Ft from left support of span 2(Center Span) Right Dead Load 261 plf 142 plf 111 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 3.67 ft 19.33 ft Controlling Shear: 11286 lb Load End 3.67 ft 19.33 ft 23.5 ft At left support of span 2(Center Span) Load Length 3.67 ft 15.66 ft 4.17 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 300.56 in3 427.78 in3 Area(Shear): 63.88 in2 131.63 in2 Moment of Inertia(deflection): 2714.98 in4 4170.87 in4 Moment: 55085 ft-lb 78401 ft-lb Shear: 11286 lb 23254 lb page Project:22151AD FOUR D CONSTan Patrick J. Burke Location: M8-BM OVER SHOP Alan Mascord Design Multi-Loaded Multi-Span Beam an 2187 NW Reed St.Ste 100 of [2009 International Residential Code(2015 NDS)] Portland, OR 97210 5.125 IN x 13.5 IN x 17.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:16 AM Section Adequate By: 37.2% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.43 IN L/494 Dead Load 0.12 in Total Load 0.55 IN L/383 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 3344 lb 3232 lb Dead Load 969 lb 941 lb Total Load 4313 lb 4173 lb Bearing Length 1.29 in 1.25 in BEAM DATA Center Span Length 17.5 ft Unbraced Length-Top O ft A 17.5 ft -- B Unbraced Length-Bottom 17.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.12 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 Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 383 plf 320 plf Cd=1.00 Left Dead Load 96 plf 80 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 383 plf 320 plf Cd=1.00 Right Dead Load 96 plf 80 plf Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Load Start 0 ft 15.5 ft Min. Mod.of Elasticity: E min= 930 ksi E min'= 930 ksi Load End 15.5 ft 17.5 ft Comp.1 to Grain: Fc- i = 650 psi Fc-1'= 650 psi Load Length 15.5 ft 2 ft Controlling Moment: 18832 ft-lb 8.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4313 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: 94.16 in3 155.67 in3 Area(Shear): 24.42 in2 69,19 in2 Moment of Inertia(deflection): 765.68 in4 1050.79 in4 Moment: 18832 ft-lb 31134 ft-lb Shear: 4313 lb 12223 lb Page Project:22151AD FOUR D CONSTPatrick J. Burke as Location: M9-BM OVER BONUS Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2009 International Residential Code(2015 NDS)] KM Portland,OR 97210 5.125 IN x 18.0 IN x 23.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:16 AM Section Adequate By: 0.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.65 IN L/435 Dead Load 0.51 in Total Load 1.16 IN L/244 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 2 Live Load 4308 lb 5445 lb Dead Load 3567 lb 4054 lb Total Load 7875 lb 9499 lb TR2 TR3 TR4 Bearing Length 2.36 in 2.85 in w BEAM DATA Center Span Length 23.5 ft • Unbraced Length-Top 0 ft A 23.5 ft - B Unbraced Length-Bottom 23.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.51 Uniform Live Load 82 plf Notch Depth 0.00 Uniform Dead Load 81 plf MATERIAL PROPERTIES Beam Self Weight 20 plf 24F-V4-Visually Graded Western Species Total Uniform Load 183 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One * Two* Fb_cmpr= 1850 psi Fb'= 2279 psi Live Load 1095 lb 1031 lb Cd=1.00 Cv=0.95 Dead Load 750 lb 706 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3.33 ft 9 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.L to Grain: Fc--I-= 650 psi Fc-1'= 650 psi Load Number One Two Three Four Left Live Load 75 plf 285 plf 348 plf 428 plf Controlling Moment: 52466 ft-lb Left Dead Load 81 plf 220 plf 236 plf 256 plf 11.98 Ft from left support of span 2 (Center Span) Right Live Load 75 plf 285 plf 348 plf 428 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 81 plf 220 plf 236 plf 256 plf Controlling Shear: -9499 lb Load Start 0 ft 9 ft 13.17 ft 15.17 ft 24.0 Ft from left support of span 2(Center Span) Load End 3.33 ft 13.17 ft 15.17 ft 23.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3.33 ft 4.17 ft 2 ft 8.33 ft Comparisons with required sections: Req'd Provided Section Modulus: 276.27 in3 276.75 in3 Area(Shear): 53.77 in2 92.25 in2 Moment of Inertia(deflection): 2451.67 in4 2490.75 in4 Moment: 52466 ft-lb 52556 ft-lb Shear: -9499 lb 16298 lb page Project:22151AD FOUR D CONST Patrick J. Burke Location:M10-LAM JSTS 0/REAR COVERED DECK Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2009 International Residential Code(2015 NDS)] Portland, OR 97210 (2)1.5INx11.25INx7.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:15 AM Section Adequate By: 57.8% 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 0.02 IN L/3851 Dead Load 0.02 in Total Load 0.04 IN L/1887 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 1224 lb 543 lb Dead Load 1095 lb 621 lb Total Load 2319 lb 1164 lb 2 Bearing Length 1.24 in 0.62 in BEAM DATA Center Span Length 7 ft Unbraced Length-Top 0 ft A ft Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 88 plf #2-Douglas-Fir-Larch Uniform Dead Load 110 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 205 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two Cd=1.00 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Live Load 904 lb 247 lb Comp.1 to Grain: Fc- = 625 psi Fc- l'= 625 psi Dead Load 606 lb 288 lb Location 1 ft 3 ft Controlling Moment: 3008 ft-lb *Load obtained from Load Tracker. See Summary Report for details. 3.01 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2319 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: 40.11 in3 63.28 in3 Area(Shear): 19.32 in2 33.75 in2 Moment of Inertia(deflection): 45.28 in4 355.96 in4 Moment: 3008 ft-lb 4746 ft-lb Shear: 2319 lb 4050 lb page Project:22151AD FOUR D CONST as Patrick J. Burke Location:M11-PATIO DR HDR AT GREAT RM. Alan Mascord Design Multi-Loaded Multi-Span BeamEU 2187 NW Reed St, Ste 100 of [2009 International Residential Code(2015 NDS)] Portland,OR 97210 5.125 IN x 10.5 IN x 9.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:15 AM Section Adequate By: 0.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/560 Dead Load 0.13 in Total Load 0.32 IN L/333 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 5412 lb 4668 lb f Dead Load 3779 lb 3142 lb 4 Total Load 9191 lb 7810 lb 3 Bearing Length 2.76 in 2.34 in BEAM DATA Center Span Length 9 ft • Unbraced Length-Top 0 ft A 9ft - B Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.13 Uniform Live Load 135 plf Notch Depth 0.00 Uniform Dead Load 81 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 228 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two Three " Four* Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 1224 lb 3442 lb 728 lb 3471 lb Cd—=/.00 Dead Load 1095 lb 2295 lb 377 lb 2320 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft 2 ft 4 ft 7 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 Comp.-t-to Grain: Fc--t-= 650 psi Fc--t-'= 650 psi Controlling Moment: 18822 ft-lb 3.96 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 9191 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: 94.11 in3 94.17 in3 Area(Shear): 52.02 in2 53.81 in2 Moment of Inertia(deflection): 356.17 in4 494.4 in4 Moment: 18822 ft-lb 18834 ft-lb Shear: 9191 lb 9507 lb Project:22151AD FOUR D CONST page ' on Patrick J. Burke Location: M12-BM BTWN HALL/NOOK Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2009 International Residential Code(2015 NDS)] Portland,OR 97210 5.25 IN x 11.875 IN x 4.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 12/20/2017 11:23:15 AM Section Adequate By: 0.4% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4431 Dead Load 0.01 in Total Load 0.02 IN L/2635 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2829 lb 7131 lb 1 Dead Load 1818 lb 4876 lb Total Load 4647 lb 12007 lb 3 Bearing Length 1.18 in 3.05 in BEAM DATA Center Span Length 4 ft rIIIIIIIIWIIIRMIMIIIIIIIIIEIMI Unbraced Length-Top 0 ft A 4ft- Unbraced Length-Bottom 4 ft B 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 19 plf Bending Stress: Fb= 2900 psi Fb'= 2903 psi Total Uniform Load 19 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One Two Three Cd=1.00 Live Load 5445 lb 2247 lb 841 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 4054 lb 1498 lb 560 lb Comp.-I-to Grain: Fc-1-= 750 psi Fc-1'= 750 psi Location 2.83 ft 3 ft 3.67 ft *: Controlling Moment: 11612 ft-lb Load obtained from Load Tracker. See Summary Report for details. 2.84 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: -12007 lb Left Live Load 280 plf 542 plf At right support of span 2(Center Span) Left Dead Load 70 plf 262 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 280 plf 542 plf Right Dead Load 70 plf 262 plf Comparisons with required sections: Req'd Provided Load Start 0 ft 2.83 ft Section Modulus: 47.99 in3 123.39 in3 Load End 2.83 ft 4 ft Area(Shear): 62.11 in2 62.34 in2 Load Length 2.83 ft 1.17 ft Moment of Inertia(deflection): 66.72 in4 732.62 in4 Moment: 11612 ft-lb 29854 ft-lb Shear: -12007 lb 12053 lb BEAM ANALYSIS v1. 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: L,1,41, LLG- Project: 22151AD Location: M13- MULT JSTS OVER STAIRS Date: 11-10-2009 ...::titir'r:M:�'* Calculation By: L.A.W. Comment: (2) 2 X 12 DF #2 OK BEAM AND LOAD DIAGRAM MEM MEMMINIMME R1 R2 Reaction Ri = 399. 9 lbs . Reaction R2 = 399 . 9 lbs. Total load = 799 . 8 lbs . Dimensions : Clear span = 3 . 5 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 4 lbs/:lf (= 12 . 25 lbs . total) . Uniform loads : Ui = 225 . 0 lbs/if at 0 . 0 feet to 3 . 5 feet. Deflection limit (live load plus dead load) : 1/360 . BEAM TYPE WOOD: DFL-SINGL 2X12 #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 399 . 9 FV 95 . 0 Area (Sq. In. ) 6 9 Moment (ft-lbs) 342 . 8 FB 990 . 0 Sect.Modulus 4 4* Deflection (in) 0 . 12 E 1 . 60E6 Mom. Inertia 4 6 Actual Maximum Deflection = 0 . 08 inches . Maximum Deflection occurs at 1 . 5 feet . Maximum Moment occurs at 1 . 5 feet. MINIMUM BEAM SIZE (W x H) : 3 . 000" by 2 . 883" MINIMUM BEAM AREA (Sq. In. ) : 8 . 65 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS Project:22151AD FOUR D CONST page na• Patrick J. Burke Location:M14-MAIN BM AT REAR COVERED DECK Alan Mascord Design Multi-Loaded Multi-Span Beam 1111 2187 NW Reed St,Ste 100 or [2009 International Residential Code(2015 NDS)] Portland,OR 97210 5.5 IN x 11.5IN x 17.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:15 AM Section Adequate By:2.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.28 IN L/738 Dead Load 0.25 in Total Load 0.53 IN L/394 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1159 lb 964 lb 1 Dead Load 1103 lb 804 lb Total Load 2262 lb 1768 lb Bearing Length 0.66 in 0.51 in BEAM DATA Center Span Length 17.5 ft ' Unbraced Length-Top 0 ft A 17.5ft—_.-_ --- __ __ Unbraced Length-Bottom 17.5 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 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 14 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 — Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Live Load 543 lb Dead Load 621 lb Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Location 3 ft Comp.1 to Grain: Fc-1 = 625 psi Fc-1'= 625 psi ,Load obtained from Load Tracker.See Summary Report for details. Controlling Moment: 8600 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 7.7 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 101 plf 0 plf Controlling Shear: 2262 lb Left Dead Load 67 plf 0 plf At left support of span 2(Center Span) Right Live Load 101 plf 77 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 67 plf 50 plf Load Start 3 ft O ft Comparisons with required sections: Req'd Provided Load End 17.5 ft 3 ft Section Modulus: 117.94 in3 121.23 in3 Load Length 14.5 ft 3 ft Area(Shear): 19.96 in2 63.25 in2 Moment of Inertia(deflection): 424.12 in4 697.07 in4 Moment: 8600 ft-lb 8840 ft-lb Shear: 2262 lb 7168 lb BEAM ANAL Y S I S v1 . 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: L W (--`- Project: 22151AD Location: M15- MULT JSTS BTWN STAIRS / GREAT RM Date: 11-10-2009 �r Calculation By: L.A.W. Comment: (2) 2 X 12 DF #2 OK BEAM AND LOAD DIAGRAM P1 NEMERIENNOMMENINEW ♦ A 1 � R1 R2 Reaction Ri = 1, 063 . 2 lbs . Reaction R2 = 911 . 8 lbs . Total load = 1, 975 . 0 lbs . Dimensions : Clear span = 17 . 5 feet, no overhang. Point loads : P1 = 400 . 0 lbs. at 8 . 5 feet . No triangular loads . Uniform beam weight= 50 lbs/lf (= 875 lbs . total) . Uniform loads : U1 = 50 . 0 lbs/lf at 0 . 0 feet to 14 . 0 feet. Deflection limit (live load plus dead load) : 1/360 . BEAM TYPE WOOD: DFL-REPET 2X12 #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 1, 063 . 2 FV 95 . 0 Area (Sq. In. ) 17 34 Moment (ft-lbs) 5, 424 . 8 FB 1, 035 . 0 Sect .Modulus 63 63* Deflection (in) 0 . 58 E 1. 60E6 Mom. Inertia 298 353 Actual Maximum Deflection = 0 .49 inches . Maximum Deflection occurs at 8 . 5 feet. Maximum Moment occurs at 8 . 5 feet . MINIMUM BEAM SIZE (W x H) : 3 . 000" by 11. 216" MINIMUM BEAM AREA (Sq. In. ) : 33 . 65 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS Project:22151AD FOUR D CONST page • en Patrick J. Burke Location: M16-BM BTWN KITCHEN/GREAT RM Alan Mascord Design Multi-Loaded Multi-Span Beam ME 2187 NW Reed St,Ste 100 of [2009 International Residential Code(2015 NDS)] Portland,OR 97210 5.125 IN x 18.0 IN x 18.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:15 AM Section Adequate By:63.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.35 IN L/630 Dead Load 0.10 in Total Load 0.45 IN L/491 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 5550 lb 5550 lb Dead Load 1572 lb 1572 lb Total Load 7122 lb 7122 lb Bearing Length 2.14 in 2.14 in BEAM DATA Center Span Length 18.5 ft Unbraced Length-Top 0 ft A - 18.5ft-- =B Unbraced Length-Bottom 18.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.1 Uniform Live Load 600 plf Notch Depth 0.00 Uniform Dead Load 150 plf MATERIAL PROPERTIES Beam Self Weight 20 plf 24F-V4-Visually Graded Western Species Total Uniform Load 770 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2334 psi Cd=1.00 Cv=0.97 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.-t-to Grain: Fc-1 = 650 psi Fc--i-'= 650 psi Controlling Moment: 32942 ft-lb 9.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 7122 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: 169.36 in3 276.75 in3 Area(Shear): 40.32 in2 92.25 in2 Moment of Inertia(deflection): 1424.39 in4 2490.75 in4 Moment: 32942 ft-lb 53829 ft-lb Shear: 7122 lb 16298 lb BEAM ANALYSIS v1. 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client : Lwb Project : 22151AD Location: M17- MULT JSTS OVER DINING Date: 11-10-2009 nMrrr'M*r Calculation By: L.A.W. Comment: (2) 2 X 12 DF #2 OK BEAM AND LOAD DIAGRAM MigaliggliMMEMB A A R1 R2 Reaction Ri = 1, 006 . 5 lbs . Reaction R2 = 1, 006 . 5 lbs . Total load = 2, 013 . 0 lbs . Dimensions : Clear span = 11 . 0 feet, no overhang. No point loads . No triangular loads. Uniform beam weight= 67 lbs/lf (= 737 lbs . total) . Uniform loads : Ui = 116 . 0 lbs/lf at 0 . 0 feet to 11 . 0 feet . Deflection limit (live load plus dead load) : 1/360 . BEAM TYPE WOOD: DFL-SINGL 2X12 #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 1, 006.5 FV 95 . 0 Area (Sq. In. ) 16 25 Moment (ft-lbs) 2, 767 . 9 FB 990 . 0 Sect.Modulus 34 34* Deflection (in) 0 .37 E 1 . 60E6 Mom. Inertia 102 137 Actual Maximum Deflection = 0 .27 inches . Maximum Deflection occurs at 5 . 5 feet. Maximum Moment occurs at 5 . 5 feet. MINIMUM BEAM SIZE (W x H) : 3 .000" by 8 . 191" MINIMUM BEAM AREA (Sq. In. ) : 24 . 57 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS BEAM ANALYSIS v1 . 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc . (503) 225-9161 Portland, OR Client : z2 L_L.Z-. Project : 22151AD Location: M18- BM BTWN FOYER / DINING Date: 11-10-2009 f::::•: •::;::•:: Calculation By: L.A.W. • Comment : 6 X 12 DF #2 OK BEAM AND LOAD DIAGRAM P1 .4 • A R1 R2 Reaction Ri = 1,468 .4 lbs . Reaction R2 = 1, 770 . 4 lbs . Total load = 3 , 238 . 8 lbs . Dimensions : Clear span = 8 . 5 feet, no overhang. Point loads : P1 = 1, 007 . 0 lbs . at 3 . 5 feet. No triangular loads . Uniform beam weight= 9 lbs/lf (= 72 . 25 lbs . total) . Uniform loads : U2 = 350 . 0 lbs/if at 3 . 5 feet to 8 . 5 feet . U1 = 117 . 0 lbs/lf at 0 . 0 feet to 3 . 5 feet. Deflection limit (live load plus dead load) : 1/360 . BEAM TYPE WOOD: DFL-SINGL 6X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 1, 770 .4 FV 85 . 0 Area (Sq. In. ) 31 44 Moment (ft-lbs) 4 , 370 . 6 FB 875 . 0 Sect .Modulus 60 60* Deflection (in) 0 . 28 E 1 . 30E6 Mom. Inertia 144 242 Actual Maximum Deflection = 0 . 17 inches . Maximum Deflection occurs at 4 . 0 feet . Maximum Moment occurs at 3 . 5 feet. MINIMUM BEAM SIZE (W x H) : 5 . 500" by 8 . 086" MINIMUM BEAM AREA (Sq. In. ) : 44 . 47 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS Project:22151AD FOUR D CONST page NEPatrick J. Burke Location:M19-MAIN BM AT FRONT PORCH Alan Mascord Design Multi-Loaded Multi-Span Beam ne 2187 NW Reed St,Ste 100 of [2009 International Residential Code(2015 NDS)] Portland,OR 97210 3.5 IN x 11.25 IN x 8.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:15 AM Section Adequate By: 180.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/4182 Dead Load 0.02 in Total Load 0.04 IN L/2399 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 587 lb 587 lb Dead Load 436 lb 436 lb Total Load 1023 lb 1023 lb Bearing Length 0.47 in 0.47 in BEAM DATA Center Span Length 8.5 ft B Unbraced Length-Top 0 ft A 8.5 ft Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 138 plf #2-Douglas-Fir-Larch Uniform Dead Load 94 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 241 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.-I-to Grain: Fc- I = 625 psi Fc-l'= 625 psi Controlling Moment: 2172 ft-lb 4.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1022 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: 26.33 in3 73.83 in3 Area(Shear): 8.52 in2 39.38 in2 Moment of Inertia(deflection): 41.54 in4 415.28 in4 Moment: 2172 ft-lb 6091 ft-lb Shear: 1022 lb 4725 lb BEAM ANAL Y S I S v1 . 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. o ti (503) 225-9161 Portland, OR Client: L*J Project: 22151AD Location: M20- WINDOW HDR AT DINING Date: 11-10-2009 {.•;•.; }� ��: � �rf�* Calculation By: L.A.W. ""' Comment: 4 X 10 DF #2 OK BEAM AND LOAD DIAGRAM MffffffffffREff MEMEMMEMMOIMME A A R1 R2 Reaction Ri = 1, 524 . 0 lbs . Reaction R2 = 1, 524 . 0 lbs . Total load = 3, 048 . 0 lbs . Dimensions: Clear span = 6. 0 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 6 lbs/lf (= 36 lbs . total) . Uniform loads : U1 = 502 . 0 lbs/lf at 0 . 0 feet to 6. 0 feet. Deflection limit (live load plus dead load) : 1/360 . BEAM TYPE WOOD: DFL-SINGL 4X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 1, 524 . 0 FV 95 . 0 Area (Sq. In. ) 24 24 Moment (ft-lbs) 2 , 286. 0 FB 990 . 0 Sect .Modulus 28 28* Deflection (in) 0 . 20 E 1 . 60E6 Mom. Inertia 46 95 Actual Maximum Deflection = 0 . 10 inches . Maximum Deflection occurs at 3 . 0 feet. Maximum Moment occurs at 3 . 0 feet. MINIMUM BEAM SIZE (W x H) : 3 . 500" by 6 . 892" MINIMUM BEAM AREA (Sq. In. ) : 24 . 12 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS page Project:22151AD FOUR D CONST ,Patrick J. Burke Location:M21 -REAR PORCH BM BELOW MSTR BATH END WALL Alan Mascord Design Multi-Loaded Multi-Span Beam os 2187 NW Reed St,Ste 100 of [2009 International Residential Code(2015 NDS)] Portland,OR 97210 (2)1.5 IN x 11.25 IN x 3.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:15 AM Section Adequate By:658.0% Controlling Factor: Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 247 lb 247 lb Dead Load 288 lb 288 lb Total Load 535 lb 535 lb TRI Bearing Length 0.28 in 0.28 in w BEAM DATA Center Span Length 3.5 ft Unbraced Length-Top 0 ft -A 3.5 ft B Unbraced Length-Bottom 3.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 90 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 137 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 101 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 67 plf Comp.1 to Grain: Fc-1= 625 psi Fc--U= 625 psi Right Live Load 101 plf Right Dead Load 67 plf Controlling Moment: 468 ft-lb Load Start 0 ft 1.75 Ft from left support of span 2(Center Span) Load End 3.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3.5 ft Controlling Shear: -534 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 Comparisons with required sections: Reo'd Provided Section Modulus: 6.23 in3 63.28 in3 Area(Shear): 4.45 in2 33.75 in2 Moment of Inertia(deflection): 3.68 in4 355.96 in4 Moment: 468 ft-lb 4746 ft-lb Shear: -534 lb 4050 lb 1 Project:22151AD FOUR D CONST page Patrick J. Burke • Location:STUDS @ STAIRWELL MM Alan Mascord Design Column 2187 NW Reed St,Ste 100 of [2009 International Residential Code(2015 NDS)] Portland, OR 97210 1.5 INx7.25INx19.25FT@16O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:16 AM Section Adequate By:43.9% DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0.81 IN=L/285 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 133 lb Dead Load: Vert-DL-Rxn= 389 lb B Total Load: Vert-TL-Rxn= 523 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 193 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 193 lb COLUMN DATA Total Column Length: 19.25 ft Unbraced Length(X-Axis)Lx: 19.25 ft Unbraced Length(Y-Axis)Ly: 0 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 19.25 Lateral Load Duration Factor(Wind/Seismic) 1.33 STUD PROPERTIES #2-Douglas-Fir-Larch Base Values Adiusted Compressive Stress: Fc= 1350 psi Fc'= 442 psi Cd=1.33 Cf=1.05 Cp=0.23 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1652 psi Cd=1.33 CF=1.20 Cr-1.15 C1=1.00 Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1652 psi Cd=1.33 CF=1.20 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= 7.25 in Live Load: PL= 100 plf Stud Section(Y-Y Axis): dy= 1.5 in Dead Load: PD= 258 plf Area: A= 10.88 in2 Column Self Weight: CSW= 45 plf Section Modulus(X-X Axis): Sx= 13.14 in3 Total Axial Load: PT= 403 plf Section Modulus(Y-Y Axis): Sy= 2.72 in3 Slenderness Ratio: Lex/dx= 31.86 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= 36 psi Allowable Compressive Stress: Fc'= 442 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= 926 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 846 psi Allowable Bending Stress(X-X Axis): Fbx'= 1652 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1652 psi Combined Stress Factor: CSF= 0.56 page Project:22151AD FOUR D CONST Patrick J. Burke ' Location: U1-WINDOW HDR AT BR.4 Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2009 International Residential Code(2015 NDS)] M. Portland,OR 97210 3.5 INx9.25INx5.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:16 AM Section Adequate By:45.9% Controlling Factor:Moment DEFLECTIONS Center ' LOADING DIAGRAM Live Load 0.02 IN L/2965 Dead Load 0.01 in Total Load 0.03 IN L/1764 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B .i Live Load 1095 lb 1031 lb Dead Load 750 lb 706 lb Total Load 1845 lb 1737 lb Bearing Length 0.84 in 0.79 in TR2 BEAM DATA Center Span Length 5 ft B -- — --- Unbraced Length-Top 0 ft A 5 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 7 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 1040 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 694 Ib Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 1.83 ft Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 3080 ft-lb Load Number One Two 1.85 Ft from left support of span 2(Center Span) Left Live Load 100 plf 285 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 68 plf 190 plf Controlling Shear: 1845 lb Right Live Load 100 plf 285 plf At left support of span 2(Center Span) Right Dead Load 68 plf 190 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 1.83 ft Load End 1.83 ft 5 ft Comparisons with required sections: Req'd Provided Load Length 1.83 ft 3.17 ft Section Modulus: 34.22 in3 49.91 in3 Area(Shear): 15.38 in2 32.38 in2 Moment of Inertia(deflection): 31.41 in4 230.84 in4 Moment: 3080 ft-lb 4492 ft-lb Shear: 1845 lb 3885 lb page Project:22151AD FOUR D CONSTno Patrick J. Burke Location:U2-BM OVER BR. 3 Alan Mascord Design Multi-Loaded Multi Span Beam an 2187 NW Reed St,Ste 100 or [2009 International Residential Code(2015 NDS)] j Portland, OR 97210 7.0 IN x 16.0 IN x 23.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 12/20/2017 11:23:16 AM Section Adequate By:27.3% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.52 IN L/542 Dead Load 0.40 in Total Load 0.92 IN L/306 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4221 lb 4314 lb 2 Dead Load 3306 lb 3318 lb i Total Load 7527 lb 7632 lb Bearing Length 1.43 in 1.45 in TR2 Tai BEAM DATA Center Span Length 23.5 ft Unbraced Length-Top 0 ft A - - 23.5 ft - B Unbraced Length-Bottom 23.5 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 35 plf Bending Stress: Fb= 2900 psi Fb'= 2809 psi Total Uniform Load 35 plf Cd=1.00 CF=0.97 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One* Two Cd=1.00 Live Load 533 lb 1070 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 434 lb 713 lb Comp.-I-to Grain: Fc--L= 750 psi Fc--L'= 750 psi Location 3.67 ft 5.67 ft Controlling Moment: 43701 ft Ib *Load obtained from Load Tracker. See Summary Report for details. 11.04 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 Controlling Shear: -7632 lb Left Live Load 125 plf 297 plf 437 plf 24.0 Ft from left support of span 2(Center Span) Left Dead Load 85 plf 199 plf 294 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 125 plf 297 plf 437 plf Right Dead Load 85 plf 199 plf 294 plf Comparisons with required sections: Req'd Provided Load Start 0 ft 3.67 ft 19.33 ft Section Modulus: 186.71 in3 298.67 in3 Load End 3.67 ft 19.33 ft 23.5 ft Area(Shear): 39.47 in2 112 in2 Load Length 3.67 ft 15.66 ft 4.17 ft Moment of Inertia(deflection): 1877 in4 2389.33 in4 Moment: 43701 ft-lb 69907 ft-lb Shear: -7632 lb 21653 lb page Project:22151AD FOUR D CONST ME Patrick J. Burke Location: U3-WINDOW HDR AT MASTER Alan Mascord Design Multi-Loaded Multi-Span Beam no 2187 NW Reed St,Ste 100 or [2009 International Residential Code(2015 NDS)] Portland,OR 97210 3.5 IN x 9.25 IN x 9.67 FT(3.2+3.3+3.2) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:16 AM Section Adequate By:23.6% Controlling Factor: Shear DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.00 IN UMAX 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/8931 0.00 IN L/9063 0.00 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B C D 1 Live Load 728 lb 3471 lb 1002 lb 181 lb Dead Load 377 lb 2320 lb 536 lb 53 lb i Total Load 1105 lb 5791 lb 1538 lb 234 lb Uplift(1.5 F.S) 0 lb 0 lb 0 lb -82 lb TR1 TR2 TR1 Bearing Length 0.51 in 2.65 in 0.70 in 0.11 in W BEAM DATA Left Center Right Span Length 3.17 ft 3.33 ft 3.17 ft A 3.17 ft 3.33 ft 3.17 ft D Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 3.17 ft 3.33 ft 3.17 ft Live Load Duration Factor 1.00 UNIFORM LOADS Left Center Right Notch Depth 0.00 Uniform Live Load 0 plf 0 plf 100 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 0 plf 68 plf #2-Douglas-Fir-Larch Beam Self Weight 7 plf 7 plf 7 plf Base Values Adjusted Total Uniform Load 7 plf 7 plf 175 plf Bending Stress: Fb= 900 psi Fb'= 1074 psi POINT LOADS LEFT SPAN Cd=1.00 C1=0.99 CF=1.20 Load Number One Shear Stress: Fv= 180 psi Fv'= 180 psi Live Load 958 lb Cd=1.00 Dead Load 638 Ib Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Location 2.17 ft Min. Mod.of Elasticity: E-min= 580 ksi E_min'= 580 ksi CENTER SPAN Comp.-1-to Grain: Fc--1-= 625 psi Fc--L'= 625 psi Load Number One Live Load 1774 lb Controlling Moment: -1822 ft-lb Dead Load 1183 lb Over left support of span 2(Center Span) Location 1 ft Created by combining all dead loads and live loads on span(s) 1,2 Controlling Shear: 3143 lb TRAPEZOIDAL LOADS-LEFT SPAN At left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s) 1,2 Left Live Load 372 plf 362 plf Left Dead Load 249 plf 241 plf Comparisons with required sections: Req'd Provided Right Live Load 372 plf 362 plf Section Modulus: 20.35 in3 49.91 in3 Right Dead Load 249 plf 241 plf Area(Shear): 26.19 in2 32.38 in2 Load Start 0 ft 2.17 ft Moment of Inertia(deflection): 7 in4 230.84 in4 Load End 2.17 ft 3.17 ft Moment: -1822 ft-lb 4468 ft-lb Load Length 2.17 ft 1 ft Shear: 3143 lb 3885 lb CENTER SPAN Load Number One Two Left Live Load 362 plf 100 plf Left Dead Load 241 plf 68 plf Right Live Load 362 plf 100 plf Right Dead Load 241 plf 68 plf Load Start 0 ft 1 ft Load End 1 ft 3.33 ft Load Length 1 ft 2.33 ft Page Project:22151AD FOUR D CONSTEn Patrick J. Burke Location: R1-MULT RAFTERS OVER BR. 3 Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2009 International Residential Code(2015 NDS)] Portland, OR 97210 (2) 1.5 IN x 7.25 IN x 4.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/20/2017 11:23:16 AM Section Adequate By: 117.5% 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 0.01 IN L/3765 Dead Load 0.01 in Total Load 0.03 IN L/2076 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 533 lb 533 lb Dead Load 434 lb 434 lb Total Load 967 lb 967 lb Bearing Length 0.52 in 0.52 in BEAM DATA Center Span Length 4.5 ft Unbraced Length-Top 0 ft A 4.5 ft Unbraced Length-Bottom 4.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 237 plf #2-Douglas-Fir-Larch Uniform Dead Load 188 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 430 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 Min. Mod, of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc-- = 625 psi Fc- = 625 psi Controlling Moment: 1088 ft-lb 2.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 967 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: 12.09 in3 26.28 in3 Area(Shear): 8.06 in2 21.75 in2 Moment of Inertia(deflection): 11.01 in4 95.27 in4 Moment: 1088 ft-lb 2365 ft-lb Shear: 967 lb 2610 lb page Project:22151AD FOUR D CONST Patrick J. Burke / Location:FT1-FOOTING AT SIDE GARAGE Alan Mascord Design FootingMS 2187 NW Reed St, Ste 100 of [2009 International Residential Code(2015 NDS)] Portland,OR 97210 Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(5)min. StruCalc Version 10.0.1.6 12/20/2017 11:23:15 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3 ft Length: L= 3 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: H---eIn Ultimate Bearing Pressure: Qu= 1254 psf 1_...._..____ Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 8.36 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 16495 lb 12 in Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 4467 lb Sin Allowable Beam Shear: Vc1 = 22275 lb —3 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 13911 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 7380 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3906 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 11286 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 16495 lb Bending Calculations: Footing plus soil above footing weight: Wt= 870 lb Factored Moment: Mu= 74228 in-lb Nominal Moment Strength: Mn= 282369 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.51 in Steel Required Based on Moment: As(1)= 0.25 in2 Min. Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.86 in2 Controlling Reinforcing Steel: As-reqd= 0.86 in2 Selected Reinforcement: #4's @ 7.0 in. o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in Note:Plain concrete adequate for bending, therefore adequate development length not required. Project:22151AD FOUR D CONST page no Patrick J. Burke / Location:FT2-FOOTING AT SIDE GARAGE BY PANTRY Alan Mascord Design Footing 2187 NW Reed St,Ste 100 or [2009 International Residential Code(2015 NDS)] No Portland, OR 97210 Footing Size: 3.5 FT x 3.5 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. ENV/(6)min. StruCalc Version 10.0.1.6 12/20/2017 11:23:15 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= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1260 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 11.43 sf Area Provided: A= 12.25 sf Baseplate Bearing: Bearing Required: Bear= 22550 lb 12 in Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 6846 lb sin Allowable Beam Shear: Vc1 = 25988 lb Punching Shear Calculations(Two Way Shear): ss ft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 19954 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 10079 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 5353 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 15432 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 22550 lb Bending Calculations: Footing plus soil above footing weight: Wt= 1184 lb Factored Moment: Mu= 118388 in-lb Nominal Moment Strength: Mn= 338532 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 in Steel Required Based on Moment: As(1)= 0.40 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 1.01 in2 Controlling Reinforcing Steel: As-reqd= 1.01 in2 Selected Reinforcement: #4's @ 7.0 in. o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 18 in page Project:22151AD FOUR D CONST ma Patrick J. Burke / • Location:FT3-FOOTING UNDER BONUS EXTERIOR WALL Alan Mascord Design Footing En 2187 NW Reed St,Ste 100 of [2009 International Residential Code(2015 NDS)] Portland,OR 97210 Footing Size:2.67 FT x 2.67 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(4)min. StruCalc Version 10.0.1.6 12/20/2017 11:23:15 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= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.67 ft Length: L= 2.67 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS 6 in H Bearing Calculations: Ultimate Bearing Pressure: Qu= 1235 psf T Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.52 sf Area Provided: A= 7.13 sf Baseplate Bearing: 12 in Bearing Required: Bear= 12529 lb Allowable Bearing: Bear-A= 99450 lb r o 7— Beam Beam Shear Calculations(One Way Shear): Sin Beam Shear: Vu1 = 3038 lb _ Allowable Beam Shear: Vc1 = 19825 lb 2.67 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 10051 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 4908 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3897 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 8805 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 12529 lb Bending Calculations: Footing plus soil above footing weight: Wt= 689 lb Factored Moment: Mu= 50179 in-lb Nominal Moment Strength: Mn= 226628 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.17 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.77 in2 Controlling Reinforcing Steel: As-reqd= 0.77 in2 Selected Reinforcement: #4's @ 8.0 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= 13.02 in Note:Plain concrete adequate for bending, therefore adequate development length not required. Project:22151AD FOUR D CONST page Patrick J. Burke Location:FT4-FOOTING UNDER NOOK Alan Mascord Design Footing 2187 NW Reed St,Ste 100 of [2009 International Residential Code(2015 NDS)] Portland, OR 97210 Footing Size: 3.17 FT x 3.17 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. EM//(5)min. StruCalc Version 10.0.1.6 12/20/2017 11:23:15 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= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.17 ft Length: L= 3.17 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1264 psf — sin Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 9.41 sf Area Provided: A= 10.05 sf Baseplate Bearing: Bearing Required: Bear= 18248 lb 12 in Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): _ i Beam Shear: Vu1 = 5166 lb 3 in Allowable Beam Shear: Vc1 = 23537 lb Punching Shear Calculations(Two Way Shear): 3.1 ft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 15687 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 7528 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 5169 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 12697 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 18248 lb Bending Calculations: Footing plus soil above footing weight: Wt= 971 lb Factored Moment: Mu= 86767 in-lb Nominal Moment Strength: Mn= 282855 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 in Steel Required Based on Moment: As(1)= 0.29 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0,91 in2 Controlling Reinforcing Steel: As-reqd= 0.91 in2 Selected Reinforcement: #4's @ 7.0 in. o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 16.02 in Note: Plain concrete adequate for bending, therefore adequate development length not required. page Project:22151AD FOUR D CONST Patrick J.Burke • Location:FT5- FOOTING AT REAR GREAT RM Alan Mascord Design Footing 2187 NW Reed St, Ste 100 of [2009 International Residential Code(2015 NDS)] Portland.OR 97210 Footing Size:2.67 FT x 2.67 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(4)min. StruCalc Version 10.0.1.6 12/20/2017 11:23:15 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= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.67 ft Length: L= 2.67 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS I--6 in---I Bearing Calculations: _ I I Ultimate Bearing Pressure: Qu= 1289 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.81 sf Area Provided: A= 7.13 sf Baseplate Bearing: 12,in Bearing Required: Bear= 13235 lb Allowable Bearing: Bear-A= 99450 lb n n n 'I T Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 3210 lb _ Allowable Beam Shear: Vc1 = 19825 lb 2.67 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 10617 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 5515 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3676 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 9191 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 13235 lb Bending Calculations: Footing plus soil above footing weight: Wt= 689 lb Factored Moment: Mu= 53007 in-lb Nominal Moment Strength: Mn= 226628 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.18 in2 Min. Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.77 in2 Controlling Reinforcing Steel: As-reqd= 0.77 in2 Selected Reinforcement: #4's @ 8.0 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= 13.02 in Note:Plain concrete adequate for bending, therefore adequate development length not required.