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Specifications (95) ,:Project:2223AI FOUR D CONST page Patrickis Burke / Location:M2-SHOP CLG BM AlannMascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland.OR 97210 5.125 INx9.0INx12.0FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 4/13/2017 4:27:23 PM Section Adequate By:4.5% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.38 IN L/376 Dead Load 0.10 in Total Load 0.49 IN L1296 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2760 lb 2760 lb Dead Load 750 lb 750 lb Total Load 3510 lb 3510 lb Bearing Length 1.05 in 1.05 in w 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 Camber Adj. Factor 1 Camber Required 0.1 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 460 plf Uniform Dead Load 115 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 585 plf Base Values Adiusted 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.-L to Grain: Fc---= 650 psi Fc--12= 650 psi Controlling Moment: 10530 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: 3089 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 52.65 in3 69.19 in3 Area(Shear): 17.48 in2 46.13 in2 Moment of Inertia(deflection): 298.03 in4 311.34 in4 Moment: 10530 ft-lb 13838 ft-lb Shear: 3089 lb 8149 lb NOTES Project:2223A1 FOUR D CONST page Patrick Burke Location:M3-REAR PORCH ROOF BM Alan Mascord Design Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] f Portland,OR 97210 5.125 IN x 9.0 IN x 19.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 4/13/2017 4:27:23 PM Section Adequate By:23.5% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.44 IN L/530 Dead Load 0.35 in Total Load 0.79 IN L/296 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 741 lb 741 lb Dead Load 585 lb 585 lb Total Load 1326 lb 1326 lb Bearing Length 0.40 in 0.40 in w BEAM DATA Center Span Length 19.5 ft Unbraced Length-Top O ft A 19.5 ft B Unbraced Length-Bottom 19.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.35 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 76 plf Uniform Dead Load 50 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 136 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- = 650 psi Fc--I-'= 650 psi Controlling Moment: 6464 ft-lb 9.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1246 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 32.32 in3 69.19 in3 Area(Shear): 7.06 in2 46.13 in2 Moment of Inertia(deflection): 252.06 in4 311.34 in4 Moment: 6464 ft-lb 13838 ft-lb Shear: -1246 lb 8149 lb NOTES page ,Project:2223A1 FOUR D CONST EN Patrick Burke / Location:M4-BM BELOW BR#3 GABLE WALL Alan Mascord Design Multi Loaded Multi Span Beam ER 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ie ,_Portland, OR 97210 3.5 INx11.25INx10.0FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/13/2017 4:27:23 PM Section Adequate By: 1.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1261 Dead Load 0.07 in Total Load 0.16 IN L/736 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 1405 lb 1405 lb Dead Load 1003 lb 1003 lb Total Load 2408 lb 2408 lb TR1 Bearing Length 1.10 in 1.10 in w BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft A loft B Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 101 plf #2-Douglas-Fir-Larch Uniform Dead Load 147 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 257 plf Cd=1.00 CF=1.10 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 180 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 45 plf Comp.L to Grain: Fc-L= 625 psi Fc--- = 625 psi Right Live Load 180 plf plf Controlling Moment: 6019 ft-lb Right Dead Load 45 5.0 Ft from left support of span 2(Center Span) Load Startnd0 ft ft Created by combining all dead loads and live loads on span(s)2 Load End 10 ft Load Length 10 ft Controlling Shear: -1974 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 72.96 in3 73.83 in3 Area(Shear): 16.45 in2 39.38 in2 Moment of Inertia(deflection): 135.41 in4 415.28 in4 Moment: 6019 ft-lb 6091 ft-lb Shear: -1974 lb 4725 lb NOTES Page Project:2223A1 FOUR D CONST111111 Patrick Burke Location:M5-FRONT GAR CLG BM-2ND BAY Alan Mascord Design Multi-Loaded Multi-Span Beam Eli 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ___, .0, Portland,OR 97210 5.51Nx11.5INx10.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/13/2017 4:27:24 PM Section Adequate By:22.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1352 Dead Load 0.06 in Total Load 0.15 IN L/805 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 1 REACTIONS A B Live Load 1809 lb 1610 lb 2 Dead Load 1273 lb 1074 lb Total Load 3082 lb 2684 lb Bearing Length 0.90 in 0.78 in TR3 TR2 BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft A -loft B Unbraced Length-Bottom 10 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 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 14 plf Cd=1.00 CF=9.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One* Two Cd=1.00 Live Load 1405 lb 482 lb Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Dead Load 1003 lb 322 lb Comp.-t-to Grain: Fc--I-= 625 psi Fc-1'= 625 psi Location 2f 6 ft Controlling Moment: 7235 ft-lb *Load obtained from Load Tracker. See Summary Report for details. 5.4 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Two Three Four Controlling Shear: 3069 lb Left Live Load 40 plf 164 plf 76 plf 63 plf At a distance d from left support of span 2(Center Span) Left Dead Load 10 plf 109 plf 50 plf 42 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 40 plf 164 pIf 76 plf 63 plf Right Dead Load 10 plf 109 plf 50 plf 42 plf Comparisons with required sections: Req'd Provided Load Start 2 ft 6 ft 2 ft 6 ft Section Modulus: 99.22 in3 121.23 in3 Load End 10 ft 10 ft 6 ft 10 ft Area(Shear): 27.08 in2 63.25 in2 Load Length 8 ft O ft O ft O ft Moment of Inertia(deflection): 207.7 in4 697.07 in4 Moment: 7235 ft-lb 8840 ft-lb Shear: 3069 lb 7168 lb NOTES i BEAM ANALYSIS v1 . 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc . (503) 225-9161 Portland, OR Client: CENTRAL CITY HOMES Project: 2223AI Location: M6- MULT JSTS OVER GARAGE BY FOYER Date: 01-29-2010 r f:::::;:yti;r:,f ,,fi;. Calculation By: L.A.W. Comment: (2) 2 X 12 DF #2 OK BEAM AND LOAD DIAGRAM MMEMBHflf EMMEMEMMEMM A A R1 R2 Reaction Rl = 1, 145 . 0 lbs . Reaction R2 = 1, 145 . 0 lbs . Total load = 2, 290. 0 lbs . Dimensions: Clear span = 5 . 0 feet, no overhang. No point loads . No triangular loads . Uniform beam weight= 5 lbs/lf (= 25 lbs . total) . Uniform loads: Ul = 453 . 0 lbs/lf at 0 . 0 feet to 5 . 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, 145 . 0 FV 95 . 0 Area (Sq. In. ) 18 18* Moment (ft-lbs) 1, 431 . 3 FB 990 . 0 Sect .Modulus 17 18 Deflection (in) 0 . 17 E 1 . 60E6 Mom. Inertia 24 55 Actual Maximum Deflection = 0 . 07 inches . Maximum Deflection occurs at 2 . 5 feet . Maximum Moment occurs at 2 . 5 feet . MINIMUM BEAM SIZE (W x H) : 3 . 000" by 6. 026" MINIMUM BEAM AREA (Sq. In. ) : 18 . 08 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS • page Project:2223AI FOUR D CONST RE Patrick Burke • Location:M7-FRONT GAR CLG BM-1ST BAY Alan Mascord Design Multi-Loaded Multi-Span Beam 1. 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ ej> - Portland,OR 97210 5.51Nx11.5INx10.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/13/2017 4:27:24 PM Section Adequate By: 1.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1236 Dead Load 0.08 in Total Load 0.18 IN L1679 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B i Live Load 1894 lb 1477 lb 3 Dead Load 1550 lb 1165 lb 2 Total Load 3444 lb 2642 lb TR2 Bearing Length 1.00 in 0.77 in TR3 BEAM DATA Center - e. _ ' __. Span Length 10 ft Unbraced Length-Top 0 ft A ---- ----— 10 ft-- B Unbraced Length-Bottom 10 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 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* Two Three Cd=1.00 Live Load 1405 lb 491 lb 687 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 1003 lb 328 lb 458 lb Comp.-I-to Grain: Fc--L= 625 psi Fc-1'= 625 psi Location 2 ft 6 ft 7 ft *Load obtained from Load Tracker. See Summary Report for details. Controlling Moment: 8746 ft-lb 5.7 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: 3432 lb Left Live Load 40 plf 164 plf 76 plf At a distanced from left support of span 2(Center Span) Left Dead Load 10 plf 189 plf 130 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 40 plf 164 plf 76 plf Right Dead Load 10 plf 189 plf 130 plf Comparisons with required sections: Req'd Provided Load Start 2 ft 6 ft 2 ft Section Modulus: 119.95 in3 121.23 in3 Load End 10 ft 7 ft 6 ft Area(Shear): 30.28 in2 63.25 in2 Load Length 8 ft 1 ft 4 ft Moment of Inertia(deflection): 246.5 in4 697.07 in4 Moment: 8746 ft-lb 8840 ft-lb Shear: 3432 lb 7168 lb NOTES Project:2223A1 FOUR D CONST page En Patrick Burke Location: M8-MAIN GARAGE BM Alan Mascord Design Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 6.75 IN x 18.0 IN x 21.0 FT _:' ' 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 4/13/2017 4:27:24 PM Section Adequate By: 1.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.58 IN L/431 Dead Load 0.31 in Total Load 0.90 IN L/281 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 I REACTIONS A B Live Load 9181 lb 6431 lb Dead Load 5395 lb 3227 lb 3 Total Load 14576 lb 9658 lb TR1 TR2 Bearing Length 3.32 in 2.20 in TR3 BEAM DATA Center w Span Length 21 fti ., Unbraced Length-Top 0 ft A 21 ft —._ Unbraced Length-Bottom 21 ft B Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.31 Uniform Live Load 220 plf Notch Depth 0.00 Uniform Dead Load 55 plf MATERIAL PROPERTIES Beam Self Weight 26 plf 24F-V4-Visually Graded Western Species Total Uniform Load 301 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'= 2242 psi Live Load 5145 lb 1610 lb 1477 lb Cd=1.00 Cv=0.93 Dead Load 3430 lb 1074 lb 1165 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5 ft 5 ft 16 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc- L= 650 psi Fc-1-'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Three Controlling Moment: 67115 ft-lb Left Live Load 76 plf 180 plf 80 plf 6.51 Ft from left support of span 2(Center Span) Left Dead Load 130 plf 45 plf 20 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 76 plf 180 plf 80 plf Controlling Shear: 13830 lb Right Dead Load 130 plf 45 plf 20 plf At a distance d from left support of span 2(Center Span) Load Start 0 ft 5 ft 16 ft Created by combining all dead loads and live loads on span(s)2 Load End 5 ft 16 ft 21 ft Load Length 5ft 11 ft 5 ft Comparisons with required sections: Req'd Provided Section Modulus: 359.22 in3 364.5 in3 Area(Shear): 78.28 in2 121.5 in2 Moment of Inertia(deflection): 2800.15 in4 3280.5 in4 Moment: 67115 ft-lb 68102 ft-lb Shear: 13830 lb 21465 lb NOTES page Project:2223A1 FOUR D CONST Ell Patrick Burke Location:M9-16/0 GAR DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam ElII 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] .,(Awiy ',:Portland.OR 97210 5.125 IN x 10.5 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 4/13/2017 4:27:24 PM Section Adequate By: 11.4% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.40 IN L/479 Dead Load 0.32 in Total Load 0.72 IN L/267 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2417 lb 2403 lb 1 2 Dead Load 1818 lb 1944 lb Total Load 4235 lb 4347 lb Bearing Length 1.27 in 1.30 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft A is rt B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.32 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 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 1809 lb 1894 lb Cd=1.00 Dead Load 1273 lb 1550 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.5 ft 13 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc--1-= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Three Controlling Moment: 12611 ft-lb Left Live Load 101 plf 50 plf 113 plf 9.92 Ft from left support of span 2(Center Span) Left Dead Load 67 plf 34 plf 76 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 101 plf 50 plf 113 plf Controlling Shear: -4186 lb Right Dead Load 67 plf 34 plf 76 plf At a distanced from right support of span 2(Center Span) Load Start 0 ft 2.5 ft 13 ft Created by combining all dead loads and live loads on span(s)2 Load End 2.5 ft 13 ft 16 ft Load Length 2.5 ft 10.5 ft 3 ft Comparisons with required sections: Req'd Provided Section Modulus: 63.06 in3 94.17 in3 Area(Shear): 23.7 in2 53.81 in2 Moment of Inertia(deflection): 443.97 in4 494.4 in4 Moment: 12611 ft-lb 18834 ft-lb Shear: -4186 lb 9507 lb NOTES Project:2223AI FOUR D CONST En page Patrick Burke / Location:M10-DEN SIDE WINDOW HDR 111111Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 IN x 7.25 IN x 6.0 FT �' '� : #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/13/2017 4:27:23 PM Section Adequate By:57.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2174 Dead Load 0.04 in Total Load 0.07 IN L/1042 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 606 lb 606 lb Dead Load 659 lb 659 lb Total Load 1265 lb 1265 lb Bearing Length 0.58 in 0.58 in BEAM DATA Center w Span Length 6 ft Unbraced Length-Top 0 ft 6ft • Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 202 plf #2-Douglas-Fir-Larch Uniform Dead Load 214 plf Base Values Adiusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 422 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.L to Grain: Fc-1= 625 psi Fc-l'= 625 psi Controlling Moment: 1897 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1012 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reced Provided Section Modulus: 19.45 in3 30.66 in3 Area(Shear): 8.43 in2 25.38 in2 Moment of Inertia(deflection): 25.6 in4 111.15 in4 Moment: 1897 ft-lb 2989 ft-lb Shear: -1012 lb 3045 lb NOTES BEAM ANALYSIS v1. 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. ': (503) 225-9161 Portland, OR ii Client : .G ThA L- `-tom wr f-1-d Project : 2223AI- Location: Mil - FRONT PORCH BM Date : 05-12-2006 ''rv :•;•M.M:•:a, Calculation By: N.A.E. Comment : USE 4 X 6 BEAM AND LOAD DIAGRAM MOM A • Ri R2 Reaction R1 = 390 . 0 lbs. Reaction R2 = 390 . 0 lbs. Total load = 780 . 0 lbs . Dimensions: Clear span = 4 . 0 feet, no overhang. No point loads. No triangular loads . Uniform beam weight= 4 lbs/lf (= 16 lbs. total) . Uniform loads: Ui = 191 . 0 lbs/lf at 0 . 0 feet to 4 . 0 feet. Deflection limit (live load plus dead load) : 1/240 . BEAM TYPE WOOD: DFL-SINGL 4X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 390 . 0 FV 95. 0 Area (Sq. In. ) 6 10 Moment (ft-lbs) 390 . 0 FB 990 . 0 Sect.Modulus 5 5* Deflection (in) 0 .20 E 1 .60E6 Mom. Inertia 3 7 Actual Maximum Deflection = 0 . 10 inches . Maximum Deflection occurs at 2 . 0 feet. Maximum Moment occurs at 2 . 0 feet. MINIMUM BEAM SIZE (W x H) : 3 . 500" by 2 . 847" MINIMUM BEAM AREA (Sq. In. ) : 9 . 96 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL Project:2223Al FOUR D CONST E■ page Patrick Burke Location: M12-DEN DR HDR Ell2187 Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 [2015 International Building Code(2015 NDS)j °f 5.5 IN x 9.5IN x 5.0 FT _ ' �. ,. Portland, OR 97210 #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/13/2017 4:27:23 PM Section Adequate By: 39.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3264 Dead Load 0.01 in Total Load 0.03 IN L/1855 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1209 lb 1209 lb Dead Load 961 lb 961 lb Total Load 2170 lb 2170 lb Bearing Length 0.63 in 0.63 in BEAM DATA Center " Span Length 5 ft _ __ Unbraced Length-Top O ft A s ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 176 plf #2-Douglas-Fir-Larch Uniform Dead Load 168 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 355 plf Cd=1.00 CF=1.00 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 1537 Ib Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Dead Load 1025 lb Location 2.5 ft Controlling Moment: 4313 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: -1903 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 59.15 in3 82.73 in3 Area(Shear): 16.79 in2 52.25 in2 Moment of Inertia(deflection): 50.84 in4 392.96 in4 Moment: 4313 ft-lb 6032 ft-lb Shear: -1903 lb 5922 lb NOTES BEAM ANALYSIS v1.5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client : .G.k.F1434,0NA— ,..._Trt 1-6.110,R Project : 2223AI- Location: M13 - HDR @ FRONT DR Date : 05-12-2006 Calculation By: N.A.E. Comment: 4 X 12 OK BEAM AND LOAD DIAGRAM BEERBOHM A A R1 R2 Reaction R1 = 1, 875 . 0 lbs. Reaction R2 = 1, 875. 0 lbs. Total load = 3 , 750 . 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 = 619 . 0 lbs/lf at 0 .0 feet to 6 . 0 feet . Deflection limit (live load plus dead load) : 1/240 . BEAM TYPE WOOD: DFL-SINGL 4X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 1, 875.0 FV 95 . 0 Area (Sq.In. ) 30 30* Moment (ft-lbs) 2, 812 .5 FB 990 . 0 Sect .Modulus 34 42 Deflection (in) 0 .30 E 1.60E6 Mom. Inertia 38 177 Actual Maximum Deflection = 0. 06 inches . Maximum Deflection occurs at 3 . 0 feet. Maximum Moment occurs at 3 . 0 feet. MINIMUM BEAM SIZE (W x H) : 3 . 500" by 8 .459" MINIMUM BEAM AREA (Sq. In. ) : 29. 61 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS OR1GINA BEAM ANALYSIS vl.5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: iii- +i^tS i I Project: PLAN ##2223P1 Location: M14- ANGLED JSTS ACROSS HALL UNDER LANDING 11----11---11 Date: 01-25-2004 Calculation By: R.J.V. Comment: (2) - 2 X 10 DF #2 JOISTS_ OK BEAM AND LOAD DIAGRAM ////////////// IMMNNUNfinf MMUMMOMMEMEMM A A I I R1 R2 Reaction R1 = 487.3 lbs. Reaction R2 = 581.3 lbs. Total load = 1, 068.5 lbs. Dimensions: Clear span = 6.5 feet, no overhang. No point loads. Triangular load: W = 282 .0 lbs. at 0.0 feet to 6.5 feet. Uniform beam weight= 6 lbs/lf (= 39 lbs. total) . Uniform loads: Ul = 115. 0 lbs/lf at 0.0 feet to 6.5 feet. Deflection limit (live load plus dead load) : 1/360. BEAM TYPE WOOD: DFL-REPET 2X10 #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 581.3 FV 95.0 Area (Sq.In. ) 9 13 Moment (ft-lbs) 867. 9 FB 1,135.0 Sect.Modulus 9 9* Deflection (in) 0.22 E 1 .60E6 Mom.Inertia 19 20 Actual Maximum Deflection = 0.21 inches. i Maximum Deflection occurs at 3.5 feet . Maximum Moment occurs at 3.5 feet. MINIMUM BEAM SIZE (W x H) : 3.000" by 4.284" MINIMUM BEAM AREA (Sq.In. ) : 12.85 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL page Project:2223A1 FOUR D CONSTPatrick Burke Location:M15-NOOK/GREAT RM BM Alan Mascord Design Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ e'ki'_.Portland.OR 97210 5.125 IN x 16.5 IN x 14.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 4/13/2017 4:27:23 PM Section Adequate By:6.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.22 IN L/769 Dead Load 0.17 in Total Load 0.39 IN L/432 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4611 lb 4611 lb Dead Load 3766 lb 3766 lb Total Load 8377 lb 8377 lb Bearing Length 2.51 in 2.51 in BEAM DATA Center Span Length 14 ft 1111011.111.11111111111111.1.1 14 ft 411 Unbraced Length-Top 0 ft A Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.17 Uniform Live Load 302 plf Notch Depth 0.00 Uniform Dead Load 282 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 24F-V4-Visually Graded Western Species Total Uniform Load 602 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 4993 lb Cd=1.00 Dead Load 3328 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 7 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.--to Grain: Fc--I-= 650 psi Fc--t-'= 650 psi Controlling Moment: 43881 ft-lb 7.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 7618 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 219.4 in3 232.55 in3 Area(Shear): 43.12 in2 84.56 in2 Moment of Inertia(deflection): 1065.44 in4 1918.51 in4 Moment: 43881 ft-lb 46509 ft-lb Shear: 7618 lb 14939 lb NOTES BEAM ANA L Y S I S v1. 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc . (503) 225-9161 Portland, OR Client: CENTRAL CITY HOMES Project: 2223AI Location: M16- BM BTWN STAIRS / NOOK Date: 01-29-2010 .},r,}.. :h,.,�., }.; Calculation By: L.A.W. $:**MMM* Comment : 6 X 12 DF #2 OK BEAM AND LOAD DIAGRAM //////////////// A A Rl R2 Reaction Ri = 2, 736. 3 lbs. Reaction R2 = 2, 954 . 7 lbs . Total load = 5, 691. 0 lbs. Dimensions : Clear span = 9 . 0 feet, no overhang. No point loads . Triangular load: W = 525 . 0 lbs . at 1 . 5 feet to 9 . 0 feet. Uniform beam weight= 9 lbs/lf (= 81 lbs . total) . Uniform loads : U2 = 563 . 0 lbs/if at 1 . 5 feet to 9. 0 feet. Ul = 575 . 0 lbs/lf at 0 . 0 feet to 1. 5 feet. Deflection limit (live load plus dead load) : 1/480 . BEAM TYPE WOOD: DFL-SINGL 6X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 2, 954 . 7 FV 85 . 0 Area (Sq. In. ) 52 54 Moment (ft-lbs) 6, 369. 3 FB 875 . 0 Sect .Modulus 87 87* Deflection (in) 0 .23 E 1 . 30E6 Mom. Inertia 316 426 Actual Maximum Deflection = 0 . 17 inches . Maximum Deflection occurs at 4 . 5 feet. Maximum Moment occurs at 4 . 5 feet. MINIMUM BEAM SIZE (W x H) : 5 . 500" by 9 . 762" MINIMUM BEAM AREA (Sq. In. ) : 53 . 69 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS page Project:2223AI FOUR D CONST Patrick Burke Location:M17-GREAT RM/FIREPLACE/MEDIA CAB.BM �� Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] �,. by Portland, OR 97210 3.5 IN x 7.25 IN x 16.0 FT(9+7) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/13/2017 4:27:23 PM Section Adequate By: 31.9% Controlling Factor:Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.07 IN L/1545 -0.02 IN L/4468 Dead Load 0.07 in -0.01 in Total Load 0.14 IN L/754 -0.02 IN L/3936 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B C Live Load 587 lb 727 lb 156 lb Dead Load 551 lb 1329 lb 250 lb Total Load 1138 lb 2056 lb 406 lb Bearing Length 0.52 in 0.94 in 0.19 in TRI w BEAM DATA Center Right . Span Length 9 ft 7 ftI 41 ft Unbraced Length-Top O ft O ft A 9 ft C Unbraced Length-Bottom 9 ft 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Right MATERIAL PROPERTIES Uniform Live Load 0 plf 50 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf 114 plf Base Values Adjusted Beam Self Weight 6 plf 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 6 plf 170 plf Cd=1.00 CF=1.30 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 668 Ib Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 446 lb Comp.-I-to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 2 ft Controlling Moment: 2267 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.07 Ft from left support of span 2(Center Span) Load Number One Created by combining all dead loads and live loads on span(s)2 Left Live Load 50 plf Controlling Shear: 1136 lb Left Dead Load 114 plf At a distance d from left support of span 2(Center Span) Right Live Load 50 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 114 plf Load Start 2 ft Comparisons with required sections: Reg'd Provided Load End 9 ft Section Modulus: 23.25 in3 30.66 in3 Load Length 7 ft Area(Shear): 9.46 in2 25.38 in2 Moment of Inertia(deflection): 35.38 in4 111.15 in4 Moment: 2267 ft-lb 2989 ft-lb Shear: 1136 lb 3045 lb NOTES Project:2223A1 FOUR D CONST ER page Patrick Burke Location:S1 -GREAT RM REAR WALL Alan Mascord Design Column KO 2187 NW Reed St.Ste 100 [2015 International Building Code(2015 NDS)] /_...44e4yrie,}1..,.1.5IN x 5.5 IN x 12.34 FT @ 16 O.C. Portland, OR 97210 #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 93.1% StruCalc Version 10.0.0.9 4/13/2017 427:24 PM VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn = 185 lb Dead Load: Vert-DL-Rxn= 145 lb Total Load: Vert-TL-Rxn= 330 lb COLUMN DATA Total Column Length: 12.34 ft B Unbraced Length(X-Axis)Lx: 12.34 ft Unbraced Length(Y-Axis)Ly: 0 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 STUD PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 583 psi Cd=1.00 Cf=1.10 Cp=0.39 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1346 psi Cd=1.00 CF=1.30 Cr-1.15 12.34 f Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1346 psi Cd=1.00 CF=1.30 Cr-1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Stud Section(X-X Axis): dx= 5.5 in Stud Section(Y-Y Axis): dy= 1.5 in Area: A= 8.25 in2 Section Modulus(X-X Axis): Sx= 7.56 in3 Section Modulus(Y-Y Axis): Sy= 2.06 in3 Slenderness Ratio: Lex/dx= 26.92 Ley/dy= 0 A Stud Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+ D) AXIAL LOADING Actual Compressive Stress: Fc= 40 psi Live Load: PL= 139 plf Allowable Compressive Stress: Fc'= 583 psi Dead Load: PD= 92 plf Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 22 plf Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 253 plf 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'= 1346 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1346 psi Combined Stress Factor: CSF= 0.07 NOTES 'is Project:2223A1 FOUR D CONST is Patrick Burke Location:U1 -BM O/GREAT RM Alan Mescord Desipage gn Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _, sy :-Portland,OR 97210 5.125 INx16.5INx17.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 4/13/2017 4:27:24 PM Section Adequate By: 17.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN L/583 Dead Load 0.25 in Total Load 0.61 IN L/344 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4007 lb 4900 lb Dead Load 2826 lb 3421 lb Total Load 6833 lb 8321 lb 11.111111111111111111111 Bearing Length 2.05 in 2.50 in BEAM DATA Center Span Length 17.5 ft 17.5 n — B Unbraced Length-Top 0 ft A Unbraced Length-Bottom 17.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.38 Uniform Live Load 101 plf Notch Depth 0.00 Uniform Dead Load 67 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 24F-V4-Visually Graded Western Species Total Uniform Load 186 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2368 psi Live Load 2059 lb Cd=9.00 Cv=0.99Dead Load 1372 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp. L to Grain: Fc--I-= 650 psi Fc-1'= 650 psi Load Number One Two Left Live Load 0 plf 422 plf Controlling Moment: 38927 ft-lb Left Dead Load 0 plf 281 plf 8.22 Ft from left support of span 2(Center Span) Right Live Load 76 plf 422 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 50 plf 281 plf Controlling Shear: -7232 lb Load Start 0 ft 6 ft At a distance d from right support of span 2(Center Span) Load End 6 ft 17.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft 11.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 197.3 in3 232.55 in3 Area(Shear): 40.94 in2 84.56 in2 Moment of Inertia(deflection): 1339.72 in4 1918.51 in4 Moment: 38927 ft-lb 45881 ft-lb Shear: -7232 lb 14939 lb NOTES Project:2223A1 FOUR D CONST ®n page Patrick Burke Location: D1 -DECK BM Alan Mascord Design Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Ste 100 [2015 International Building Code(2015 NDS)] of Portland, OR 97210 3.51Nx9.251Nx10.OFT _ _ #2-Douglas-Fir-Larch-Wet Use Section Adequate By:25.2% StruCalc Version 10.0.0.9 4/14/2017 12:43:02 PM Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN L/745 Dead Load 0.03 in Total Load 0.19 IN L/618 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1190 lb 1190 lb Dead Load 245 lb 245 lb Total Load 1435 lb 1435 lb Bearing Length 0.98 in 0.98 in BEAM DATA Center W Span Length 10 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10 ft 10 h Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 238 plf Base Values Adjusted Uniform Dead Load 42 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Beam Self Weight 7 plf Cd=1.00 CF=1.20 Total Uniform Load 287 plf Shear Stress: Fv= 180 psi Fv'= 175 psi Cd=1.00 Cm=0.97 Modulus of Elasticity: E= 1600 ksi E'= 1440 ksi Cm=0.90 Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 419 psi Cm=0.67 Controlling Moment: 3588 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: 1234 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 39.86 in3 49.91 in3 Area(Shear): 10.6 in2 32.38 in2 Moment of Inertia(deflection): 111.54 in4 230.84 in4 Moment: 3588 ft-lb 4492 ft-lb Shear: 1234 lb 3768 lb NOTES page Project:2223AI FOUR D CONST li Patrick Burke Location:F18R-TYP ISOLATED BR'G PAD(ROUND) Ml Alan Mascord Design Footing 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _,.ly4 0,k :...Portland.OR 97210 Footing Size: 1.5 FT Round Diameter X 8.00 IN Deep Section Footing Design Adequate StruCalc Version 10.0.0.9 4/13/2017 4:27:23 PM 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.s in Bearing Calculations: Ultimate Bearing Pressure: Qu= 1400 psf Effective Allowable Soil Bearing Pressure:Qe= 1400 psf Required Footing Area: Areq = 1.77 sf Area Provided: A= 1.77 sf Baseplate Bearing: Bearing Required: Bear= 3464 lb 8 in Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 429 lb 3 in Allowable Beam Shear: Vc1 = 3509 lb Punching Shear Calculations(Two Way Shear): 1 ! — Critical Perimeter: Bo= 38 inAsn Punching Shear: Vu2= 2235 lb 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 NOTES Ultimate Factored Load: Pu= 3464 lb Weight to resist uplift w/1.5 F.S.: U.R. = 114 lb Project:2223AI FOUR D CONST is page Patrick Burke Location:F20-TYP ISOLATED BR'G PADAlan Mascord Design IBMFooting 2187 NW Reed St.Ste 100 [2015 International Building Code(2015 NDS)] or _- ' ,-Portland. OR 97210 Footing Size: 1.667 FT x 1.667 FT x 10.00 IN Section Footing Design Adequate StruCalc Version 10.0.0.9 4/13/2017 4:27:23 PM 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= 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 a.sin Column Depth: n= 3.5 in FOOTING CALCULATIONS — 1 Bearing Calculations: Ultimate Bearing Pressure: Qu= 1375 psf Effective Allowable Soil Bearing Pressure:Qe= 1375 psf Required Footing Area: Areq= 2.78 sf Area Provided: A= 2.78 sf 10 in Baseplate Bearing: Bearing Required: Bear= 5347 lb Allowable Bearing: Bear-A= 28634 lb i1 I Beam Shear Calculations(One Way Shear): 3 i Beam Shear: Vul = 535 lb Allowable Beam Shear: Vc1 = 5867 lb Punching Shear Calculations(Two Way Shear): 1.6667 ft -- Critical Perimeter: Bo= 46 in Punching Shear: Vu2= 3579 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 26919 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 3819 lb Factored Moment: Mu= 13367 in-lb Total Load: PT= 3819 lb Nominal Moment Strength: Mn= 29334 in-lb Ultimate Factored Load: Pu= 5347 lb NOTES Weight to resist uplift w/ 1.5 F.S.: U.R. = 224 lb page Project:2223AI FOUR D CONST sm Patrick Burke Location:F24-TYP ISOLATED BR'G PAD Mascord Design FootingMsm Navv Alan 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 10.0.0.9 4/13/2017 4:27:23 PM 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 H3.5in--21 Column Depth: n= 3.5 in j FOOTING CALCULATIONS T Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf . Required Footing Area: Areq= 4 sf 12 in i Area Provided: A= 4.00 sf Baseplate Bearing: Bearing Required: Bear= 7560 lb Allowable Bearing: Bear-A= 28634 lb i '.. 3 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 630 lb Allowable Beam Shear: Vcl = 8800 lb eft Punching Shear Calculations(Two Way Shear): 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 Weight to resist uplift w/1.5 F.S.: U.R. = 387 lb NOTES Project:2223AI FOUR D CONST 11111page Patrick Burke Location: F28-TYP ISOLATED BR'G PADAlan Mascord Design ��Footing 2187 NW Reed St.Ste 100 [2015 International Building Code(2015 NDS)j °f Footing Size:2.333 FT x 2.333 FT x 14.00 IN ___- 4 1,4,{._ Portland, OR 97210 Section Footing Design Adequate StruCalc Version 10.0.0.9 4/13/2017 4:27:23 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.33 ft Length: L= 2.33 ft Depth: Depth= 14 in Effective Depth to Top Layer of Steel: d= 12 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 3.5 in 3.5 in J FOOTING CALCULATIONS 7- Bearing 'Bearing Calculations: Ultimate Bearing Pressure: Qu= 1325 psf Effective Allowable Soil Bearing Pressure:Qe= 1325 psf Required Footing Area: Areq= 5.44 sf Area Provided: A= 5.44 sf 14 in Baseplate Bearing: Bearing Required: Bear= 10095 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 720 lb I 3 in Allowable Beam Shear: Vol = 12318 lb Punching Shear Calculations(Two Way Shear): — — 2.333 fl -- 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 NOTES Weight to resist uplift w/ 1.5 F.S.: U.R. = 614 lb page Project:2223AI FOUR D CONST in Patrick Burke Location:F30-TYP ISOLATED BR'G PAD Alan Mascord Design Footing IMO 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] __,,.4.4il. :... Portland. OR 97210 Footing Size:2.5 FT x 2.5 FT x 15.00 IN Section Footing Design Adequate StruCalc Version 10.0.0.9 4/13/2017 4:27:23 PM 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= 2.5 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 F-3.5in-i Column Depth: n= 3.5 in 1 FOOTING CALCULATIONS i Bearing Calculations: Ultimate Bearing Pressure: Qu= 1312 psf Effective Allowable Soil Bearing Pressure:Qe= 1313 psf a Required Footing Area: Areq= 6.25 sf 1 1 15 in; Area Provided: A= 6.25 sf 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 — € L Allowable Beam Shear: Vc1 = 14300 lb 2.5 ft- , Punching Shear Calculations(Two Way Shear): 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 Weight to resist uplift w/ 1.5 F.S.: U.R. = 755 lb NOTES Project:2223A1 FOUR D CONST page EN Patrick Burke Location:F36-TYP ISOLATED BR'G PAD Eli Alan Mascord Design Footing 2187 NW Reed St.Ste 100 [2015 International Building Code(2015 NDS)] °f --,41:4077040{,- Portland, OR 97210 Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement:#4 Bars @ 5.90 IN.O.C. E/W/(6)min. StruCalc Version 10.0.0.9 4!13!2017 4:27:23 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE x-3.5 in- Width: W= 3 ft I __ __.1 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 Column Width: 1 ( ° n 9 m= 3.5 in Column Depth: n= 3.5 in 3 in FOOTING CALCULATIONS — I I 3ft 1 Bearing Calculations: I-3.5in- Ultimate Bearing Pressure: Qu= 1350 psf i Effective Allowable Soil Bearing Pressure: Qe= 1350 psf — i Required Footing Area: Areq= 9 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 17010 lb 12 m Allowable Bearing: Bear-A= 33841 lb 1 ,, r, a e Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 4607 lb 3 in Allowable Beam Shear: Vcl = 22275 lb Punching Shear Calculations(Two Way Shear): 3 ft 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: Weight to resist uplift w/1.5 F.S.: U.R. = 870 lb Factored Moment: Mu= 76545 in-lb Nominal Moment Strength: Mn= 495215 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.92 in Steel Required Based on Moment: As(1)= 0.17 in2 Min.Code Req'd Reinf. Flex. Members(ACI-10.5.1):As(2)= 0.99 in2 Controlling Reinforcing Steel: As-reqd= 0.99 in2 Selected Reinforcement: #4's @ 5.9 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= 15 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES page Project:2223AI FOUR 0 CONST IKE Patrick Burke Location:F42-TYP ISOLATED BR'G PAD Alan Mascord Design Footing ER 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ : ir !,_Portland.OR 97210 Footing Size: 3.5 FT x 3.5 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(6)min. StruCalc Version 10.0.0.9 4/13/2017 4:27:23 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft j3.5in{ Depth: Depth= 12 in I Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood 12 in', Column Width: m= 3.5 in Column Depth: n= 3.5 in I?-- o O _.__ ---q -.-- 3 in FOOTING CALCULATIONS _ -3.5ft- I Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf ,3,5 in 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 y q T Beam Shear Calculations(One Way Shear): 3in Beam Shear: Vul = 7028 lb Allowable Beam Shear: Vcl = 25988 lb 1 -__3.5 ft_ Punching Shear Calculations(Two Way Shear): 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: Weight to resist uplift w/1.5 F.S.: U.R.= 1184 lb Factored Moment: Mu= 121547 in-lb Nominal Moment Strength: Mn= 499409 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.79 in Steel Required Based on Moment: As(1)= 0.28 in2 Min.Code Req'd Reinf.Flex.Members(ACI-10.5.1):As(2)= 1.16 in2 Controlling Reinforcing Steel: As-reqd= 1.16 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 NOTES . Project:2223AI FOUR D CONST mil page Patrick Burke Location: F48-TYP ISOLATED BR'G PAD Alan Mascord Design Footing mum 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 Footing Size:4.0 FT x 4.0 FT x 12.00 IN Reinforcement:#4 Bars @ 6.00 IN.O.C. E/W/(7)min. StruCalc Version 10.0.0.9 4/13/2017 4:27:23 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 4 ft Length: L= 4 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= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf H5.5 in Required Footing Area: Areq= 16 sf Area Provided: A= 16.00 sf l Baseplate Bearing: Bearing Required: Bear= 30240 lb Allowable Bearing: Bear-A= 83566 lb 12 in Beam Shear Calculations(One Way Shear): ( ^ Beam Shear: Vu1 = 9923 lb 3 in Allowable Beam Shear: Vc1 = 29700 lb Punching Shear Calculations(Two Way Shear): oft Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 27759 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 21600 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 21600 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 30240 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 1547 lb Factored Moment: Mu= 181440 in-lb Nominal Moment Strength: Mn= 582033 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.81 in Steel Required Based on Moment: As(1)= 0.41 in2 Min. Code Req'd Reinf. Flex. Members(ACI-10.5.1):As(2)= 1.32 in2 Controlling Reinforcing Steel: As-reqd= 1.32 in2 Selected Reinforcement: #4's @ 6.0 in. o.c.e/w(7)Min. Reinforcement Area Provided: As= 1.37 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 21 in NOTES