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Specifications (104) ofus T 2_0 - 00 1(1 I 1L-P-1 1- 2- Hio ° s"C— A L AN DESIGN ASSOCIATES, I N C . OPTION PLAN 22162 EEIVE APR 2 0 2017 CITY OF TIGARD FOR: BUILDING DIVISION 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:22162 FOUR D CONST is Patrick Burke ' Location:Ml-BM OVER FRONT 16/0 GARAGE 2ND BAY Alan Mascord Design Multi-Loaded Multi-Span Beam Ell 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ____4.446,e9}4{..Portland.OR 97210 5.125 IN x 9.0 IN x 12.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:31 PM Section Adequate By: 18.0% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN L/536 Dead Load 0.24 in Total Load 0.51 IN L/283 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1771 lb 1961 lb Dead Load 1620 lb 1745 lb Total Load 3391 lb 3706 lb TR1 TR2 Bearing Length 1.02 in 1.11 in w BEAM DATA Center - - Span Length 12 ft —12 ft _ — — -- -- Unbraced Length-Top 0 ft AB Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.24 Uniform Live Load 40 plf Notch Depth 0.00 Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 60 plf Base Values 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 176 plf 290 plf Cd=1.00 Left Dead Load 198 plf 273 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 176 plf 290 plf Cd=1.00 Right Dead Load 198 plf 273 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft 2 ft Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load End 2 ft 12 ft Comp.-L to Grain: Fc--I-= 650 psi Fc--1-'= 650 psi Load Length 2 ft 10 ft Controlling Moment: 11025 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: -3258 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: 55.12 in3 69.19 in3 Area(Shear): 18.44 in2 46.13 in2 Moment of Inertia(deflection): 263.74 in4 311.34 in4 Moment: 11025 ft-lb 13838 ft-lb Shear: -3258 lb 8149 lb NOTES ,Project:22162 FOUR D CONST page RE Patrick Burke Location: M2-16/0 O.H.GARAGE DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam INN 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 5.125 IN x 13.5 IN x 16.0 FT r ' 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:31 PM Section Adequate By:20.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.32 IN L/593 Dead Load 0.31 in Total Load 0.63 IN L/303 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2685 lb 3878 lb Dead Load 2504 lb 3520 lb Total Load 5189 lb 7398 lb TR1 TR2 Bearing Length 1.56 in 2.22 in BEAM DATA Center w Span Length 16 ft Unbraced Length-Top O ft A 16 ft B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.31 Uniform Live Load 240 plf Notch Depth 0.00 Uniform Dead Load 160 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 415 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 1771 lb Cd-1.00 Dead Load 1620 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 12 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--t-= 650 psi Fc--1-'= 650 psi Load Number One Two Left Live Load 50 plf 176 plf Controlling Moment: 25950 ft-lb Left Dead Load 114 plf 118 plf 9.6 Ft from left support of span 2(Center Span) Right Live Load 50 plf 176 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 114 plf 118 plf Controlling Shear: -6604 lb Load Start 2 ft 14 ft At a distance d from right support of span 2(Center Span) Load End 14 ft 16 ft Created by combining all dead loads and live loads on span(s)2 Load Length 12 ft 2 ft Comparisons with required sections: Req'd Provided Section Modulus: 129.75 in3 155.67 in3 Area(Shear): 37.38 in2 69.19 in2 Moment of Inertia(deflection): 831.41 in4 1050.79 in4 Moment: 25950 ft-lb 31134 ft-lb Shear: -6604 lb 12223 lb NOTES page Project:22162 FOUR D CONST i® Patrick Burke Location:M3-MAIN GARAGE BM. Alan Mascord Design Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] _._,. y0,a1,_Portland,OR 97210 8.75 IN x 27.0 IN x 28.0 FT _ 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:31 PM Section Adequate By:5.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.48 IN L/697 Dead Load 0.34 in Total Load 0.83 IN L/407 1 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 9129 lb 10663 lb TR3 Dead Load 6287 lb 7906 lb Total Load 15416 lb 18569 lb TR1 TR2 Bearing Length 2.71 in 3.26 in w BEAM DATA Center - --- - Span Length 28 ft41 ..._ Unbraced Length-Top 0 ft A 28 ft B Unbraced Length-Bottom 28 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.34 Uniform Live Load 160 plf Notch Depth 0.00 Uniform Dead Load 40 plf MATERIAL PROPERTIES Beam Self Weight 51 plf 24F-V4-Visually Graded Western Species Total Uniform Load 251 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two Three Four Fb_cmpr= 1850 psi Fb'= 2038 psi Live Load 1961 lb 1859 lb 5049 lb 934 lb Cd=1.00 Cv=0.85 Dead Load 1745 lb 1239 lb 3366 lb 623 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 15.5 ft 15.5 ft 15.5 ft 22 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc---= 650 psi Fc-l'= 650 psi Load Number One Two Three Left Live Load 180 plf 151 plf 139 plf Controlling Moment: 172053 ft-lb Left Dead Load 120 plf 101 plf 172 plf 15.4 Ft from left support of span 2(Center Span) Right Live Load 180 plf 151 plf 139 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 120 plf 101 plf 172 plf Controlling Shear: -17309 lb Load Start 0 ft 15.5 ft 15.5 ft At a distance d from right support of span 2(Center Span) Load End 15.5 ft 22 ft 28 ft Created by combining all dead loads and live loads on span(s)2 Load Length 15.5 ft 6.5 ft 12.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 1012.92 in3 1063.13 in3 Area(Shear): 97.98 in2 236.25 in2 Moment of Inertia(deflection): 8470.09 in4 14352.19 in4 Moment: 172053 ft-lb 180581 ft-lb Shear: -17309 lb 41738 lb NOTES En page ,Project:22162 FOUR D CONST Patrick Burke Location:M4-8/0 GAR DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)) Portland. OR 97210 5.5 IN x 9.5 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:31 PM Section Adequate By:65.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2263 Dead Load 0.03 in Total Load 0.07 IN L/1320 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 919 lb 646 lb Dead Load 659 lb 475 lb Total Load 1578 lb 1121 lb Bearing Length 0.46 in 0.33 in TRI BEAM DATA Center Span Length 8 ft p, Unbraced Length-Top 0 ft A s ft-- B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 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 Live Load 607 Ib Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 405 Ib Comp.1 to Grain: Fc---= 625 psi Fc- = 625 psi Location 3.5 ft Controlling Moment: 3642 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.52 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 176 plf 76 plf Controlling Shear: 1358 lb Left Dead Load 118 plf 50 plf At a distance d from left support of span 2(Center Span) Right Live Load 176 plf 76 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 118 plf 50 plf Load Start 0 ft 3.5 ft Comparisons with required sections: Reo'd Provided Load End 3.5 ft 8 ft Section Modulus: 49.95 in3 82.73 in3 Load Length 3.5 ft 4.5 ft Area(Shear): 11.98 in2 52.25 in2 Moment of Inertia(deflection): 71.44 in4 392.96 in4 Moment: 3642 ft-lb 6032 ft-lb Shear: 1358 lb 5922 lb NOTES page Project:22162 FOUR D CONST E. Patrick Burke / Location:M5-BM BTWN FOYER/GREAT RM. Alan Mascord Design Multi-Loaded Multi-Span Beam NE 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] e ':-Portland,OR 97210 (2)1.51Nx11.25INx13.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:31 PM Section Adequate By: 9.9% 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 0.16 IN L/947 Dead Load 0.05 in Total Load 0.21 IN L/728 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 592 lb 1368 lb Dead Load 196 lb 389 lb Total Load 788 lb 1757 lb TRI Bearing Length 0.42 in 0.94 in w BEAM DATA Center Span Length 13 ft Unbraced Length-Top 0 ft A 13 ft B Unbraced Length-Bottom 13 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 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 57 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 240 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 60 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 240 plf Comp.-I-to Grain: Fc- = 625 psi Fc--I-'= 625 psi Right Dead Load 60 plf Controlling Moment: 4321 ft-lb Load End 7 ft Load L 8.06 Ft from left support of span 2(Center Span) 16 ft Load Length 6 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1432 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 57.61 in3 63.28 in3 Area(Shear): 11.93 in2 33.75 in2 Moment of Inertia(deflection): 135.35 in4 355.96 in4 Moment: 4321 ft-lb 4746 ft-lb Shear: -1432 lb 4050 lb NOTES Project:22162 FOUR D CONST page ER Patrick Burke Location:M6-BM BTWN GREAT RM/DINING Alan Mascord Design Multi-Loaded Multi-Span Beam IIIII 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] , 0 - Portland,OR 97210 5.125 IN x 15.0 IN x 17.5 FT 1- 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:31 PM Section Adequate By:2.5% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.57 IN L/369 Dead Load 0.16 in Total Load 0.73 IN L/290 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 6125 lb 6125 lb Dead Load 1677 lb 1677 lb Total Load 7802 lb 7802 lb Bearing Length 2.34 in 2.34 in BEAM DATA Center Span Length 17.5 ft Unbraced Length-Top 0 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 0.16 Uniform Live Load 700 plf Notch Depth 0.00 Uniform Dead Load 175 plf MATERIAL PROPERTIES Beam Self Weight 17 plf 24F-V4-Visually Graded Western Species Total Uniform Load 892 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2390 psi Cd=1.00 Cv=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.1 to Grain: Fc--i = 650 psi Fc- L'= 650 psi Controlling Moment: 34134 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: 6710 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: 171.37 in3 192.19 in3 Area(Shear): 37.98 in2 76.88 in2 Moment of Inertia(deflection): 1406.61 in4 1441.41 in4 Moment: 34134 ft-lb 38281 ft-lb Shear: 6710 lb 13581 lb NOTES page Project:22162 FOUR D CONST is Patrick Burke / Location:M7-ANGLED BM BTWN KITCHEN/GREAT RM. Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] f : Portland,OR 97210 (2)1.5 IN x 11.25 IN x 4.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:31 PM Section Adequate By:278.6% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/9525 Dead Load 0.00 in Total Load 0.01 IN L/6738 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 765 lb 810 lb Dead Load 283 lb 369 lb Total Load 1048 lb 1179 lb Bearing Length 0.56 in 0.63 in TR1 BEAM DATA Center x * Span Length 4.5 ft Unbraced Length-Top 0 ft A 4.5 ft B Unbraced Length-Bottom 4.5 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 Adiusted, Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 7 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 320 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Left Dead Load 80 plf Min.Mod.of Elasticity: E—min= 580 ksi E_min'= 580 ksi Right Live Load 380 plf Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Right Dead Load 195 plf ControllingMoment: 1253 ft-lb Load Start 0 ft Load End 4.5 ft 2.3 Ft from left support of span 2(Center Span) Load Length 4.5 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -671 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: Red Provided Section Modulus: 16.71 in3 63.28 in3 Area(Shear): 5.59 in2 33.75 in2 Moment of Inertia(deflection): 13.45 in4 355.96 in4 Moment: 1253 ft-lb 4746 ft-lb Shear: -671 lb 4050 lb NOTES , Project:22162 FOUR D CONST ER page Patrick Burke Location: M8-FRONT ENTRY PORCH BEAM Alan Mascord Design Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] .a •moi ,- Portland, OR 97210 5.5 IN x 5.5 IN x 7.0 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:32 PM Section Adequate By: 19.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1109 Dead Load 0.05 in Total Load 0.13 IN L/649 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 487 lb 487 lb Dead Load 345 lb 345 lb Total Load 832 lb 832 lb Bearing Length 0.24 in 0.24 in BEAM DATA Center Span Length 7 ft mal �.�s„� .i„ r ,,a� ;� t. :< Unbraced Length-Top O ft A 7 n Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 139 plf #2-Douglas-Fir-Larch Uniform Dead Load 92 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 238 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-I-to Grain: Fc-1= 625 psi Fc- = 625 psi Controlling Moment: 1455 ft-lb 3.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -732 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: Reck] Provided Section Modulus: 23.28 in3 27.73 in3 Area(Shear): 6.46 in2 30.25 in2 Moment of Inertia(deflection): 28.2 in4 76.26 in4 Moment: 1455 ft-lb 1733 ft-lb Shear: -732 lb 3428 lb NOTES page Project:22162 FOUR D CONST RE Patrick Burke Location:M9-GREAT RM FRENCH DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam Ell 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ f ¢, !;_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 4/12/2017 1:01:32 PM Section Adequate By:6.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1397 Dead Load 0.05 in Total Load 0.10 IN L/721 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1821 lb 619 lb Dead Load 1471 lb 669 lb Total Load 3292 lb 1288 lb TR1 Bearing Length 1.50 in 0.59 in w BEAM DATA Center �. Span Length 6 ft Unbraced Length-Top 0 ft 6 f — B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 126 plf #2-Douglas-Fir-Larch Uniform Dead Load 164 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 296 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 1205 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 804 lb Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 1 ft Comp.-L to Grain: Fc- = 625 psi Fc--1-'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 2806 ft-lb Load Number One 1.62 Ft from left support of span 2(Center Span) Left Live Load 479 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 319 plf Controlling Shear: 2636 lb Right Live Load 479 plf At a distance d from left support of span 2(Center Span) Right Dead Load 319 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft Load End 1 ft Comparisons with required sections: Reo'd Provided Load Length 1 ft Section Modulus: 28.78 in3 30.66 in3 Area(Shear): 21.97 in2 25.38 in2 Moment of Inertia(deflection): 36.98 in4 111.15 in4 Moment: 2806 ft-lb 2989 ft-lb Shear: 2636 lb 3045 lb NOTES Project:22162 FOUR D CONST page MN Patrick Burke Location:M10-KIT. BM 0/OVEN Alan Mascord Design Multi-Loaded Multi-Span Beam EN 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _...„-t,440,0,10(... Portland,OR 97210 5.5 IN x 9.5 IN x 8.5 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:31 PM Section Adequate By:25.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1066 Dead Load 0.03 in Total Load 0.12 IN L/835 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1822 lb 1648 lb Dead Load 504 lb 460 lb Total Load 2326 lb 2108 lb TRI TR2 Bearing Length 0.68 in 0.61 in w BEAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft A 8.5 ft B Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 320 plf #2-Douglas-Fir-Larch Uniform Dead Load 80 plf Base Values Adiusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 411 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Two Cd=1.00 Left Live Load 120 plf 120 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Dead Load 30 plf 30 plf Comp.1-to Grain: Fc-1= 625 psi Fc--I-'= 625 psi Right Live Load 120 plf 0 pIt Right Dead Load 30 plf 0 plf Controlling Moment: 4819 ft-lb Load Start Oft 4 ft 4.16 Ft from left support of span 2(Center Span) Load End 4 ft 8.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft 4.5 ft Controlling Shear: 1897 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: 66.09 in3 82.73 in3 Area(Shear): 16.74 in2 52.25 in2 Moment of Inertia(deflection): 132.66 in4 392.96 in4 Moment: 4819 ft-lb 6032 ft-lb Shear: 1897 lb 5922 lb NOTES page Project:22162 FOUR D CONST ER Patrick Burke Location: M11-BM OVER BATH Alan Mascord Design 1 Multi Loaded Multi Span Beam EN 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] _,,., gy ._Portland,OR 97210 5.125 IN x 10.5 IN x 9.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:31 PM Section Adequate By:24.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/785 Dead Load 0.11 in Total Load 0.26 IN L/442 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 2 Live Load 3081 lb 2414 lb Dead Load 2370 lb 2030 lb ( Total Load 5451 lb 4444 lb Bearing Length 1.64 in 1.33 in TRI BEAM DATA Center Span Length 9.5 ft Unbraced Length Top 0 ft s.s rt B Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.11 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 12 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1890 lb Cd=1.00 Dead Load 1260 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Two Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Left Live Load 555 plf 138 plf Left Dead Load 417 plf 184 plf Controlling Moment: 15097 ft-lb Right Live Load 555 plf 138 plf 5.41 Ft from left support of span 2(Center Span) Right Dead Load 417 plf 184 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 5.5 ft Controlling Shear: 4610 lb Load End 5.5 ft 9.5 ft At a distance d from left support of span 2(Center Span) Load Length 5.5 ft 4 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 75.49 in3 94.17 in3 Area(Shear): 26.1 in2 53.81 in2 Moment of Inertia(deflection): 268.21 in4 494.4 in4 Moment: 15097 ft-lb 18834 ft-lb Shear: 4610 lb 9507 lb NOTES ER page Project:22162 FOUR D CONST Patrick Burke Location: M12-DR HDR AT DEN Alan Mascord Design Multi Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _Portland, OR 97210 3.5INx7.25INx5.0FT ? rrs�1 : #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:31 PM Section Adequate By: 19.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/1773 Dead Load 0.03 in Total Load 0.06 IN L/949 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1070 lb 1070 lb Dead Load 929 lb 929 lb Total Load 1999 lb 1999 lb Bearing Length 0.91 in 0.91 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top O ft A 5 n Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 428 plf #2-Douglas-Fir-Larch Uniform Dead Load 366 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 800 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc- = 625 psi Fc--L'= 625 psi Controlling Moment: 2498 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: 1519 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: 25.63 in3 30.66 in3 Area(Shear): 12.66 in2 25.38 in2 Moment of Inertia(deflection): 28.1 in4 111.15 in4 Moment: 2498 ft-lb 2989 ft-lb Shear: 1519 lb 3045 lb NOTES page Project:22162 FOUR D CONST rE Patrick Burke / Location:M13-FOYER HALL BMiimi Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] __,..14:40„...914,„,e..,_Portland,OR 97210 5.5 IN x 11.5 IN x 4.5 FT _ #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:31 PM Section Adequate By:3.4% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4096 Dead Load 0.01 in Total Load 0.02 IN L/2450 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 4654 lb 1325 lb Dead Load 3167 lb 886 lb Total Load 7821 lb 2211 lb Bearing Length 2.28 in 0.64 in BEAM DATA Center Span Length 4.5 ft 41 Unbraced Length-Top 0 ft A -4.5 ft — B Unbraced Length-Bottom 4.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adiusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 64 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 Live Load 5320 lb Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Dead Load 3547 lb Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Location 1 ft Comp.-I-to Grain: Fc-1= 625 psi Fc--I-'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 7281 ft-lb Load Number One 0.99 Ft from left support of span 2(Center Span) Left Live Load 479 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 399 plf Controlling Shear: 6930 lb Right Live Load 479 plf At a distance d from left support of span 2(Center Span) Right Dead Load 399 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft Load End 1 ft Comparisons with required sections: Reo'd Provided Load Length 1 ft Section Modulus: 99.85 in3 121.23 in3 Area(Shear): 61.15 in2 63.25 in2 Moment of Inertia(deflection): 68.27 in4 697.07 in4 Moment: 7281 ft-lb 8840 ft-lb Shear: 6930 lb 7168 lb NOTES Project:22162 FOUR D CONST Es page Patick Burke Location:M14-HDR 0/GREAT RM REAR WINDOWS 11111111111111AlannMascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] J/ „ter:- Portland,OR 97210 5.5 IN x 11.5 IN x 6.0 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:31 PM Section Adequate By:23.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2615 Dead Load 0.02 in Total Load 0.05 IN L/1489 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 2163 lb 2061 lb Dead Load 1672 lb 1604 lb Total Load 3835 lb 3665 lb TRI Bearing Length 1.12 in 1.07 in BEAM DATA Center w Span Length 6 ft — Unbraced Length-Top 0 ft A - 6ft— —B— Unbraced Length-Bottom 6 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 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 64 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 Live Load 1916 Ib Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 1278 lb Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Location 2 ft Comp.L to Grain: Fc-�-= 625 psi Fc-1'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 7135 ft-lb Load Number One Two 2.1 Ft from left support of span 2(Center Span) Left Live Load 479 plf 76 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 399 plf 130 plf Controlling Shear: 3592 lb Right Live Load 479 plf 76 plf At a distance d from left support of span 2(Center Span) Right Dead Load 399 plf 130 plf Created by combining all dead loads and live loads on span(s)2 Load Start 2 ft 0 ft Load End 6 ft 2 ft Comparisons with required sections: Req'd Provided Load Length 4 ft 2 ft Section Modulus: 97.85 in3 121.23 in3 Area(Shear): 31.69 in2 63.25 in2 Moment of Inertia(deflection): 112.35 in4 697.07 in4 Moment: 7135 ft-lb 8840 ft-lb Shear: 3592 lb 7168 lb NOTES page Project:22162 FOUR D CONST iiii Patrick Burke / . Location:M15-DINING REAR WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 1111111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _..--4 9ar,_Portland.OR 97210 5.5 IN x 11.5 IN x 9.34 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:31 PM Section Adequate By:32.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1423 Dead Load 0.05 in Total Load 0.13 IN L/847 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 1 2 Live Load 2887 lb 2884 lb Dead Load 2029 lb 2017 lb Total Load 4916 lb 4901 lb TRI Bearing Length 1.43 in 1.43 in w BEAM DATA Center Span Length 9.34 ft .__ . 0 Unbraced Length-Top O ft A --9.34 n B Unbraced Length-Bottom 9.34 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 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 64 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Two Cd=1.00 Live Load 1976 lb 2601 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 1318 lb 1734 lb Comp.-1-to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 1.5 ft 8 ft Controlling Moment: 6656 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 4.76 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 479 plf 76 plf Controlling Shear: -4650 lb Left Dead Load 399 plf 130 plf At a distance d from right support of span 2(Center Span) Right Live Load 479 plf 76 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 399 plf 130 plf Load Start Oft 8 ft Comparisons with required sections: Read Provided Load End 1.5 ft 9.34 ft Section Modulus: 91.29 in3 121.23 in3 Load Length 1.5 ft 1.34 ft Area(Shear): 41.03 in2 63.25 in2 Moment of Inertia(deflection): 197.55 in4 697.07 in4 Moment: 6656 ft-lb 8840 ft-lb Shear: -4650 lb 7168 lb NOTES page ,Project:22162 FOUR D CONST Es Patrick Burke Location:M16-REAR DECK ROOF BM Alan Mascord Design Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] (. �1 Portland,OR 97210 5.5INx9.51Nx12.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:31 PM Section Adequate By:27.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/1044 Dead Load 0.10 in Total Load 0.24 IN L/599 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 906 lb 906 lb Dead Load 674 lb 674 lb Total Load 1580 lb 1580 lb Bearing Length 0.46 in 0.46 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft A - 12ft-- g Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 151 plf #2-Douglas-Fir-Larch Uniform Dead Load 101 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 263 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.-L to Grain: Fc--i-= 625 psi Fc---'= 625 psi Controlling Moment: 4740 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: -1390 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: 65 in3 82.73 in3 Area(Shear): 12.27 in2 52.25 in2 Moment of Inertia(deflection): 157.48 in4 392.96 in4 Moment: 4740 ft-lb 6032 ft-lb Shear: -1390 lb 5922 lb NOTES page Project:22162 FOUR D CONST Patrick Burke Location:M17-CLG BM O/GREAR RM MEDIA/BUILT-INS Alan Mascord Design Multi-Loaded Multi-Span Beam Mill 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] . � �, .Portland,OR 97210 3.5INx11.25INx8.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:31 PM Section Adequate By:26.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1374 Dead Load 0.02 in Total Load 0.09 IN L/1082 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1785 lb 1785 lb Dead Load 483 lb 483 lb Total Load 2268 lb 2268 lb Bearing Length 1.04 in 1.04 in BEAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft A 8.5 ft B Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 420 plf #2-Douglas-Fir-Larch Uniform Dead Load 105 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 534 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 Comp.1 to Grain: Fc--i-= 625 psi Fc- = 625 psi Controlling Moment: 4818 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: 1769 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: Recf'd Provided Section Modulus: 58.41 in3 73.83 in3 Area(Shear): 14.74 in2 39.38 in2 Moment of Inertia(deflection): 108.8 in4 415.28 in4 Moment: 4818 ft-lb 6091 ft-lb Shear: 1769 lb 4725 lb NOTES ,Project:22162 FOUR D CONST page En Patrick Burke Location:M18-BM 0/GREAT RM FIREPLACE Alan Mascord Design / Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] .o, 1,-Portland.OR 97210 3.5 IN x 5.5 IN x 5.0 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:31 PM Section Adequate By:4.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/789 Dead Load 0.02 in Total Load 0.10 IN L/626 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1050 lb 1050 lb Dead Load 273 lb 273 lb Total Load 1323 lb 1323 lb Bearing Length 0.60 in 0.60 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft A 5ft B Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 420 plf #2-Douglas-Fir-Larch Uniform Dead Load 105 plf Base Values Adiusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 529 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.1 to Grain: Fc-1= 625 psi Fc--- = 625 psi Controlling Moment: 1654 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: 1085 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: Reo'd Provided Section Modulus: 16.96 in3 17.65 in3 Area(Shear): 9.04 in2 19.25 in2 Moment of Inertia(deflection): 22.14 in4 48.53 in4 Moment: 1654 ft-lb 1720 ft-lb Shear: 1085 lb 2310 lb NOTES page Project:22162 FOUR D CONST E. Patrick Burke / Location:U1-WINDOW HDR AT MSTR BATH mis Alan Mascord Design Multi Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] �, sFl Portland, OR 97210 3.5INx7.251Nx5.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:32 PM Section Adequate By: 19.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1584 Dead Load 0.03 in Total Load 0.06 IN L/944 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1198 lb 1198 lb Dead Load 811 lb 811 lb Total Load 2009 lb 2009 lb Bearing Length 0.92 in 0.92 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft A—. — 5 ft ---_ —-------_ B Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 479 plf #2-Douglas-Fir-Larch Uniform Dead Load 319 plf Base Values Adiusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 804 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod.of Elasticity: Emin= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc- I = 625 psi Fc- L'= 625 psi Controlling Moment: 2511 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: -1527 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: Reo'd Provided Section Modulus: 25.75 in3 30.66 in3 Area(Shear): 12.72 in2 25.38 in2 Moment of Inertia(deflection): 28.24 in4 111.15 in4 Moment: 2511 ft-lb 2989 ft-lb Shear: -1527 lb 3045 lb NOTES Project:22162 FOUR D CONST En page Patrick Burke Location:U2-BR.2 WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam Ell 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 5.5INx11.5INx6.5FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.0.9 4/12/2017 1:01:32 PM Section Adequate By: 32.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2351 Dead Load 0.02 in Total Load 0.06 IN L/1396 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1950 lb 2574 lb Dead Load 1344 lb 1761 lb Total Load 3294 lb 4335 lb Bearing Length 0.96 in 1.26 in TRz BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft A 6.5 ft- — B Unbraced Length-Bottom 6.5 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 Adiusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 14 plf Cd=9.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=9.00 Live Load 1997 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 1332 lb Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Location 5 ft Comp.1 to Grain: Fc--L= 625 psi Fc--t-'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 6682 ft-lb Load Number One Two 4.03 Ft from left support of span 2(Center Span) Left Live Load 88 plf 479 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 59 plf 319 plf Controlling Shear: -4189 lb Right Live Load 88 plf 479 plf At a distance d from right support of span 2(Center Span) Right Dead Load 59 plf 319 plf Created by combining all dead loads and live loads on span(s)2 Load Start 5 ft 0 ft Load End 6.5 ft 5 ft Comparisons with required sections: Reo'd Provided Load Length 1.5 ft 5 ft Section Modulus: 91.64 in3 121.23 in3 Area(Shear): 36.96 in2 63.25 in2 Moment of Inertia(deflection): 119.87 in4 697.07 in4 Moment: 6682 ft-lb 8840 ft-lb Shear: -4189 lb 7168 lb NOTES page Project:22162 FOUR D CONST in Patrick Burke / Location:D1 -REAR DECK BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] __ ,. r e :. Portland,OR 97210 5.51Nx11.51Nx12.OFT - #2-Douglas-Fir-Larch-Wet Use StruCalc Version 10.0.0.9 4/12/2017 1:01:30 PM Section Adequate By:34.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/939 Dead Load 0.03 in Total Load 0.19 IN L/767 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1788 lb 1788 lb Dead Load 400 lb 400 lb Total Load 2188 lb 2188 lb Bearing Length 0.95 in 0.95 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft A 12 rt Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 298 plf #2-Douglas-Fir-Larch Uniform Dead Load 53 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 365 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.1 to Grain: Fc- l = 625 psi Fc--L'= 419 psi Cm=0.67 Controlling Moment: 6565 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: 1882 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: 90.03 in3 121.23 in3 Area(Shear): 16.61 in2 63.25 in2 Moment of Inertia(deflection): 267.33 in4 697.07 in4 Moment: 6565 ft-lb 8840 ft-lb Shear: 1882 lb 7168 lb NOTES Project:22162 FOUR D CONST page EN Patrick Burke Location:F20-TYP ISOLATED BR'G PAD Alan Mascord Design Footing Er 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _,.. t 9a,_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 4/12/2017 1:01:30 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= 1.67 ft Length: L= 1.67 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 8 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in 1-3.6 in Column Depth: n= 3.5 in I f FOOTING CALCULATIONS Bearing Calculations: I Ultimate Bearing Pressure: Qu= 1375 psf Effective Allowable Soil Bearing Pressure:Qe= 1375 psf i Required Footing Area: Areq= 2.78 sf 1 Area Provided: A= 2.78 sf 10in I i Baseplate Bearing: Bearing Required: Bear= 5347 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): I 3 in Beam Shear: Vu1 = 535 lb I i Imo. 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:22162 FOUR D CONST iii Patrick Burke Location:F24-TYP ISOLATED BR'G PAD Alan Mascord Design Footing Ell 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] __.. ;:.� '1KrL.._ 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 4/12/2017 1:01:30 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 H-3.5in-H Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf . Required Footing Area: Areq = 4 sf I Area Provided: A= 4.00 sf 12 in Baseplate Bearing: Bearing Required: Bear= 7560 lb I Allowable Bearing: Bear-A= 28634 lb 1 T Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 630 lb 1 j I Allowable Beam Shear: Vcl = 8800 lb Punching Shear Calculations(Two Way Shear): zft 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 NOTES Weight to resist uplift w/ 1.5 F.S.: U.R. = 387 lb E■ page Project:22162 FOUR D CONST Patrick Burke Location:F30-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 111111 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] Portland. OR 97210 Footing Size:2.5 FT x 2.5 FT x 15.00 IN Section Footing Design Adequate StruCalc Version 10.0.0.9 4/12/2017 1:01:30 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 Column Depth: n= 3.5 in 3s in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1312 psf Effective Allowable Soil Bearing Pressure:Qe= 1313 psf Required Footing Area: Areq= 6.25 sf Area Provided: A= 6.25 sf 1s'"' Baseplate Bearing: Bearing Required: Bear= 11484 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vul = 766 lb Allowable Beam Shear: Vc1 = 14300 lb Punching Shear Calculations(Two Way Shear): 2,5 ft Critical Perimeter: Bo= 66 in Punching Shear: Vu2= 8010 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 62763 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 8203 lb Factored Moment: Mu= 43066 in-lb Total Load: PT= 8203 lb Nominal Moment Strength: Mn= 116188 in-lb Ultimate Factored Load: Pu= 11484 lb NOTES Weight to resist uplift w/ 1.5 F.S.: U.R. = 755 lb page Project:22162 FOUR D CONST NE Patrick Burke Location:F36-TYP ISOLATED BR'G PAD imam Alan Mascord Design Footing 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] .,1. ':. 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 4/12/2017 1:01:31 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 F-3.5 in Width: W= 3ft I I Length: L= 3 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE 12 in I Column Type: Wood � � Column Width: m= 3.5 inL_____,Ei -,-- Column Column Depth: n= 3.5 in _ 3 in FOOTING CALCULATIONS I 3 f Bearing Calculations: I-3.5in-I Ultimate Bearing Pressure: Qu= 1350 psf I I Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 9 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 17010 lb 12 in Allowable Bearing: Bear-A= 33841 lb I p n o n o __ Beam Shear Calculations(One Way Shear): � 3 i� Beam Shear: Vu1 = 4607 lb Allowable Beam Shear: Vc1 = 22275 lb --- 3ft- Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 47 in Punching Shear: Vu2= 15198 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 87244 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 131175 lb Dead Load: PD= 12150 lb Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 12150 lb Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 17010 lb Bending Calculations: 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 Project;22162 FOUR D CONST ME page Patrick Burke Location:F42-TYP ISOLATED BR'G PAD �� Alan Mascord Design Footing 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] 7� ,,e, 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 4/12/2017 1:01:31 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 3.5 in 1 Depth: Depth= 12 in I Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in 12 in Column Depth: n= 3.5 in T FOOTING CALCULATIONS i 3 in Bearing Calculations: i 3.5 ft I Ultimate Bearing Pressure: Qu= 1350 psf F3.5in1 Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I Required Footing Area: Areq= 12.25 sf -- Area Provided: A= 12.25 sf I Baseplate Bearing: Bearing Required: Bear= 23152 lb 12 in Allowable Bearing: Bear-A= 33841 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 7028 lb Sin Allowable Beam Shear: Vol = 25988 lb Punching Shear Calculations(Two Way Shear): 3.5 ft Critical Perimeter: Bo= 47 in Punching Shear: Vu2= 21340 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 87244 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 131175 lb Dead Load: PD= 16537 lb Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 16537 lb Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 23152 lb Bending Calculations: 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 page Project:22162 FOUR D CONST EE Patrick Burke Location:F48-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 111111 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] - . e .. 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 4/12/2017 1:01:31 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 H Required Footing Area: Areq= 16 sf i i Area Provided: A= 16.00 sf Baseplate Bearing: Bearing Required: Bear= 30240 lb Allowable Bearing: Bear-A= 83566 lb 1O Beam Shear Calculations(One Way Shear): izl Beam Shear: Vu1 = 9923 lb 3 in Allowable Beam Shear: Vc1 = 29700 lb Punching Shear Calculations(Two Way Shear): 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