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Specifications (16) /457;k, c ao0,3 3 f'IUd Swll ALAN DESIGN ASSOCIATES, I RECEIVED DEC 3 0 n15 C re s OPTION PLAN 2291 Four onstruction 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 - 40# LIVE, 10# DEAD EXITS/STAIRS - 50# TOTAL LOAD BEAM CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 NW Reed Street.Ste.#100,Portland,OR 97210 page Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) In Larry Widdifield / ' Location: M1-MULT JSTS OVER FRONT GARAGE Alan Mascord Design Multi-Loaded Multi-Span Beam no 1305 NW 18th Avenue of [2009 International Building Code(2005 NDS)] 1 Portland,OR 97209 (2) 1.5INx11.25lNx8.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 6/6/2012 11:12:03 AM Section Adequate By:79.2% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/4302 Dead Load 0.04 in Total Load 0.06 IN 111687 Live Load Deflection Criteria:0360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 489 lb 489 lb Dead Load 758 lb 758 lb Total Load 1247 lb 1247 lb Tai Bearing Length 0.66 in 0.66 in BEAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft 8.5 ft Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 57 plf Cd=9.00 CF=1.00 Shear Stress: Fv= 180 psi Fv'= 180 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Live Load 75 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Left Dead Load 161 plf Comp.J-to Grain: Fc-1= 625 psi Fc = 625 psi Right Live Load 75 plf Right Dead Load 161 plf Controlling Moment: 2649 ft-lb Load Start 0 ft 4.25 Ft from left support of span 2(Center Span) Load End 8.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 8.5 ft Controlling Shear: -1247 lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 35.32 in3 63.28 in3 Area(Shear): 10.39 in2 33.75 in2 Moment of Inertia(deflection): 50.65 in4 355.96 in4 Moment: 2649 ft-lb 4746 ft-lb Shear: -1247 lb 4050 lb Project:2291-MOGEHEE HOMES(LOT 18)(COMP ROOF) page En Larry Widdifield / Location:M2-BM OVER GARAGE SUPPORTING M1 Alan Mascord Design Multi-Loaded Multi-Span Beam on 1305 NW 18th Avenue or [2009 International Building Code(2005 NDS)] Portland,OR 97209 5.125 IN x 10.5 IN x 10.83 FT �' A„,t,._ Portland, 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:87.2% StruCalc Version 8.0.112.0 6/6/2012 11:14:24 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.13 IN L/981 Dead Load 0.11 in Total Load 0.24 IN L/540 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2024 lb 1881 lb rcti Dead Load 1572 lb 1752 lb Total Load 3596 lb 3633 lb w Bearing Length 1.08 in 1.09 in BEAM DATA Center ft Span Length 10.83 ft 10'83 Unbraced Length-Top 0 ft Unbraced Length-Bottom 10.83 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1.5 Uniform Live Load 25 plf Camber Required 0.16 Uniform Dead Load 17 plf Notch Depth 0.00 Beam Self Weight 12 plf MATERIAL PROPERTIES Total Uniform Load 54 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 489 lb Fbcmpr= 1850 psi Fb'= 2400 psi Dead Load 758 lb Cd_=1.00 Location 9.17 ft Shear Stress: Fv= 265 psi Fv'= 265 psi TRAP OIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 343 plf Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 246 plf Comp.-L to Grain: Fc--I-= 650 psi Fc--I-'= 650 psi Right Live Load 343 plf Controlling Moment: 10062 ft-lb Right Dead Load 246 plf 5.63 Ft from left support of span 2(Center Span) Load E 0 ft Created by combining all dead loads and live loads on span(s)2 Load EnLoad dd 9.17 ft Load Length 9.17 ft Controlling Shear: -3633 lb 11.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 50.31 in3 94.17 in3 Area(Shear): 20.56 in2 53.81 in2 Moment of Inertia(deflection): 219.73 in4 494.4 in4 Moment: 10062 ft-lb 18834 ft-lb Shear: -3633 lb 9507 lb t , page Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) In Larry Widdifield / ' Location:M3-BM OVER MID FRONT GARAGE Alan Masc 8rd Design Multi-Loaded Multi-Span Beam 1305 NW 18th Avenue or [2009 International Building Code(2005 NDS)] ' Portland,OR 97209 5.25 IN x 11.25 IN x 13.25 FT s' .0,10:,..1_. 2.0E Parallam iLevel Trus Joist StruCaic Version 8.0.112.0 6/6/2012 11:17:52 AM Section Adequate By:27.5% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.24 IN 11649 Dead Load 0.19 in Total Load 0.44 IN 11365 1 Live Load Deflection Criteria: 11360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3402 lb 1536 lb seg TR2 Dead Load . 2768 lb 1181 lb Total Load 6171 lb 2717 lb w Bearing Length 1.57 in 0.69 in BEAM DATA Center 13.26 ft Span Length 13.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 13.25 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 40 plf Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 68 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2921 psi POINT LOADS-CENTER SPAN Cd=9.00 CF=1.01 Load Number One Shear Stress: Fv= 290 psi Fv'= 290 psi Live Load 3021 lb Cd=1.00 Dead Load 2237 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Location 4.5 ft Comp.-I-to Grain: Fc--L.= 750 psi Fc--I-'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 21136 ft-lb Load Number D, Two Left Live Load 280 plf 331 plf 4.51 Ft from left support of span 2(Center Span) Left Dead Load 279 plf 311 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 280 plf 331 plf Controlling Shear: 6171 lb Right Dead Load 279 plf 311 plf At left support of span 2(Center Span) Load Start 0 ft 2 ft Created by combining all dead loads and live loads on span(s)2 Load End 2 ft 4.5 ft Load Length 2 ft 2.5 ft Comparisons with required sections: Reo'd Provide Section Modulus: 86.83 in3 110.74 in3 Area(Shear): 31.92 in2 59.06 in2 Moment of Inertia(deflection): 409.22 in4 622.92 in4 Moment: 21136 ft-lb 26955 ft-lb Shear: 6171 lb 11419 lb Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) page EinLarry Widdifield Location: M4-BM OUTSIDE FRONT GARAGE DR. ii n Alan Mascord Design Multi-Loaded Multi-Span Beam 1305 NW 18th Avenue of [2009 International Building Code(2005 NDS)] Portland,OR 97209 5.125 IN x 19.5 IN x 18.0 FT -'` {t '� . _ 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:47.7% SLOADI Version 8.0.112.0 6/6/2012 11:31:46 AM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.20 IN U1064 Dead Load 0.18 in Total Load 0.38 IN L/569 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 .1 REACTIONS E ]a Live Load 3944 lb 2807 lb Dead Load 3220 lb 2791 lb Total Load 7164 lb 5598 lb TRI Bearing Length 2.15 in 1.68 in BEAM DATA Center 78 e Span Length 18 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 18 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 0 plf Camber Required 0.18 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 22 plf MATERIAL PROPERTIES Total Uniform Load 22 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 3402 lb Fb_cmpr= 1850 psi Fb'= 2322 psi Dead Load 2768 lb Cd=1.00 Cv=0.97 Location 9.17 ft Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 317 plf 50 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 211 plf 104 plf Comp.L to Grain: Fc-1= 650 psi Fc--L'= 650 psi Right Live Load 317 plf 50 plf Controlling Moment: 42540 ft-lb Right Dead Load 211 plf 104 plf 9.18 Ft from left support of span 2(Center Span) Load Start 0 ft 9.17 ft Created by combining all dead loads and live loads on span(s)2 Load End 9.17 ft 18 ft Controlling Shear: 7164 lb Load Length 9.17 ft 8.83 ft At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 219.87 in3 324.8 in3 Area(Shear): 40.55 in2 99.94 in2 Moment of Inertia(deflection): 1336.09 in4 3166.77 in4 Moment: 42540 ft-lb 62842 ft-lb Shear: 7164 lb 17656 lb page Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) In Larry Widdifield Location:M5-BM OVER REAR GARAGE BY STORAGE Alan Mascord Design Multi-Loaded Multi Span Beam mi 1305 NW 18th Avenue of [2009 International Building Code(2005 NDS)] f %_ Portland,OR 97209 6.75 IN x 10.5 IN x 10.33 FT �+ � 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.112.0 6/6/2012 11:34:27 AM Section Adequate By:52.8°!0 LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.12 IN 01000 Dead Load 0.10 in Total Load 0.23 IN L1550 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS @ @ Live Load 2929 lb 2929 lb TRS Dead Load 2398 lb 2398 lb Total Load 5327 lb 5327 lb w Bearing Length 1.21 in 1.21 in BEAM DATA Center 10.33 ft Span Length 10.33 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10.33 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 40 plf Camber Required 0.1 Uniform Dead Load 10 plf Notch Depth 0.00 Beam Self Weight 15 plf MATERIAL PROPERTIES Total Uniform Load 65 plf 24F-V4-Visually Graded Western Species TRAPEZOIDAL LOADS-CENTER SPAN Base Values Adjusted Load Number Q� Bending Stress: Fb= 2400 psi Controlled by: Left Live Load 527 plf Fb_cmpr= 1850 psi Fb'= 2400 psi Left Dead Load 439 plf Cd=1.00 Right Live Load 527 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Dead Load 439 plf Cd=1.00 Load Start 0 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Load End 10.33 ft Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Length 10.33 ft Comp.-1-to Grain: Fc- L= 650 psi Fc--L'= 650 psi Controlling Moment: 13757 ft-lb 5.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5327 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd provided Section Modulus: 68.78 in3 124.03 in3 Area(Shear): 30.15 int 70.88 in2 Moment of Inertia(deflection): 426.26 in4 651.16 in4 Moment: 13757 ft-lb 24806 ft-lb Shear: 5327 lb 12521 lb Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) page i, IIII Larry Masco i / Location:M6-BM OVER MID REAR GARAGE � Alan Design Multi-Loaded Multi-Span Beam 1305 NW 18th Avenue [2009 International Building Code(2005 NDS)] of , _ ? y ! ._Portland,OR 97209 7.OtNx11.251Nx7.5FT 2.0E Parallam-iLevel Trus Joist Section Adequate By:36.4% StruCalc Version 8.0.112.0 6/7/2012 8:02:04 AM Controlling Factor:Shear j-OADING DIAGRAM DEFLECTIONS Center Live Load 0.06 IN 01427 Dead Load 0.05 in Total Load 0.11 IN 0812 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 3272 lb 6484 lb Dead Load 2616 lb 4678 lb Total Load 5888 lb 11162 lb Bearing Length 1.12 in 2.13 in BEAM DATA Center 7.s e Span Length 7.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 7.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 40 plf MATERIAL PROPERTIES Uniform Dead Load 10 plf 2.0E Parallam-Level Trus Joist Beam Self Weight 25 plf Base Values Adjusted Total Uniform Load 75 plf Bending Stress: Fb= 2900 psi Fb'= 2921 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.01 Load Number One Shear Stress: Fv= 290 psi Fv'= 290 psi Live Load 7129 lb Cd=1.00 Dead Load 5198 lb Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Location 5.5 ft Comp.-I-to Grain: Fc--l-= 750 psi Fc--L.= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 21494 ft-lb Load Number One Two 5.47 Ft from left support of span 2(Center Span) LeftLive Load 331 plf 253 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 311 plf 63 plf Controlling Shear: -11162 lb Right Live Load 331 plf 253 p11 8.0 Ft from left support of span 2(Center Span) Right Dead Load 311 plf 63 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 5.5 ft Load End 5.5 ft 7.5 ft Comparisons with required sections: Reo'd Provided Load Length 5.5 ft 2 ft Section Modulus: 88.31 •1n3 147.66 in3 Area(Shear): 57.73 in2 78.75 in2 Moment of Inertia(deflection): 245.6 in4 830.57 in4 Moment: 21494 ft-lb 35940 ft-lb Shear: 11162 lb 15225 lb r page Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) an Larry Widdifield / ' Location:M7-MAIN GARAGE BM. so Alan Mascord Design Multi-Loaded Multi-Span Beam 1305 NW 18th Avenue o+ [2009 International Building Code(2005 NDS)] r Portland,OR 97209 6.75 IN x 27.0 IN x 25.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.112.0 6/6/2012 3:18:18 PM Section Adequate By:30.8% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.34 IN L/872 Dead Load 0.22 in t Total Load 0.56 IN L/535 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A 13 ,; 2 Live Load 7784 lb 8445 lb TRA Taz TR3 Dead Load 4180 lb 6229 lb Total Load 11964 lb 14675 lb w Bearing Length 2.73 in 3.34 in =� BEAM DATA atter 25 ft B Span Length 25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 25 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 25 plf Camber Required 0.22 Uniform Dead Load 17 plf Notch Depth 0.00 Beam Self Weight 40 plf Total Uniform Load 82 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN ease Values Adjusted Load Number One Two Bending Stress: Fb= 2400 psi Controlled by:• Live Load 5805 lb 489 lb Fb_cmpr= 1850 psi Fb'= 2116 psi Dead Load 4436 lb 758 lb Cd=1.00 Cv=0.88 Location 14.67 ft 23.83 ft Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number arm Two Three Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Left Live Load 390 plf 430 plf 343 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 98 plf 108 plf 246 plf Comp.1 to Grain: Fc--L= 650 psi Fc--L'= 650 psi Right Live Load 390 plf 430 plf 343 plf Right Dead Load 98 plf 108 plf 246 plf Controlling Moment: 110580 ft-lb Load Start 0 ft 3.5 ft 14.67 ft 14.5 Ft from left support of span 2(Center Span) Load End 3.5 ft 14.67 ft 23.83 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3.5 ft 11.17 ft 9.16 ft Controlling Shear: -14675 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 627.19 in3 820.13 in3 Area(Shear): 83.06 in2 182.25 in2 Moment of Inertia(deflection): 7454.87 in4 11071.69 in4 Moment: 110580 ft-lb 144597 ft-lb Shear: -14675 lb 32198 lb Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) page Es Larry Widdifield Location:M8-MULT JSTS OVER STAIR RAILING A1305lan MNasW c188rdt Design Multi-Loaded Multi-Span Beam th [2009 International Building Code(2005 NDS)] or Portland,OR 97209 (2)1.51Nx11.251Nx4.67FT ' #2-Douglas-Fir-Larch-Dry Use Section Adequate By:851.4% StruCalc Version 8.0.112.0 6/6/2012 3:41:01 PM Controlling Factor:Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 327 lb 327 lb Dead Load 99 lb 99 lb Total Load 426 lb 426 lb Bearing Length 0.23 in 0.23 in BEAM DATA Center Span Length 4.67 ft n. Unbraced Length-Top 0 ft 4.e7 ft Unbraced Length-Bottom 4.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 140 plf Base Values Adjusted Uniform Dead Load 35 plf BeaBending Stress: Fb= 900 psi Fb'= 900 psi o al SelfWeight 7 plf o T Cd=9.00 CF=9.00 tUniform Load 182 plf Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.J-to Grain: Fc- l = 625 psi Fc- = 625 psi Controlling Moment: 497 ft-lb 2.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -426 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 Comparisons with required sections: Req'd Provided Section Modulus: 6.63 in3 63.28 in3 Area(Shear): 3.55 in2 33.75 in2 Moment of Inertia(deflection): 6.01 in4 355.96 in4 Moment: 497 ft-lb 4746 ft-lb Shear: -426 lb 4050 lb page Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) En Larry Widdifield Location:M9-MULT JSTS OVER FOYER Alan Mascord Design Multi-Loaded Multi-Span Beam on 1305 NW 18th Avenue of [2009 International Building Code(2005 NDS)] ¢, .Portland,OR 97209 (2) 1.5 IN x 11.25 IN x 11.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 6/6/2012 3:43:40 PM Section Adequate By: 133.5% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/2753 Dead Load 0.02 in Total Load 0.07 IN L/1872 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS 8 Live Load 428 lb 339 lb Dead Load 256 lb 153 lb Total Load 685 lb 492 lb TRI Bearing Length 0.37 in 0.26 in l3EAM DATA Center Span Length 11 ft Unbraced Length-Top 0 ft A 11 ft Unbraced Length-Bottom 11 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 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Live Load 327 lb Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi • Dead Load 99 lb Comp.-L to Grain: Fc---= 625 psi Fc-1'= 625 psi Location 4 ft TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 2033 ft-lb Load Number One 4.07 Ft from left support of span 2(Center Span) Left Live Load 0 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 30 plf Controlling Shear: 685 lb Right Live Load 0 plf At left support of span 2(Center Span) Right Dead Load 30 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft Load End 4 ft Comparisons with required sections: Req'd Provided Load Length 4 ft Section Modulus: 27.11 in3 63.28 in3 Area(Shear): 5.7 in2 33.75 in2 Moment of Inertia(deflection): 46.54 in4 355.96 in4 Moment: 2033 ft-lb 4746 ft-lb Shear: 685 lb 4050 lb Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) page IllLocation:M10-FRONT DOOR HDR. Larry ascoreki Multi-Loaded Multi-Span Beam IIIIII Alan Mscord Design 12009 International Building Code(2005 NDS)] 1305 NW 18th Avenue of Portland,OR 97209 3.5 IN x 9.25 IN x 6.0 FT Y .9.41:7_, #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 131.5% SLOADI Version 8.0.112.0 6/6/2012 3:45:37 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.03 IN U2697 Dead Load 0.01 in Total Load 0.03 IN U2080 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A g Live Load 929 lb 1238 lb Dead Load 265 lb 387 lb Total Load 1193 lb 1626 lb Bearing Length 0.55 in 0.74 in BEAM DATA Center Span Length 6 ft Eft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 7 plf Base Values Adiusted Total Uniform Load 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.20 Load Number One Shear Stress: Fv= 180 psi Fv'= 180 psi Live Load 339 lb Cd=1.00 Dead Load 153 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Location 5 ft Min.Mod.of Elasticity: E—min= 580 ksi E—min'= 580 ksi Comp. i to Grain: Fc--1 = 625 psi Fc- L'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number Qpg Two Controlling Moment: 1940 ft-lb Left Live Load 288 plf 388 plf 3.24 Ft from left support of span 2(Center Span) Left Dead Load 72 plf 97 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 288 plf 388 plf Right Dead Load 72 Controlling Shear: -1626 lb 0g7 pff At right support of span 2(Center Span) Load Start 0 ft 5 ft Created by combining all dead loads and live loads on span(s)2 Load End 5 ft 6 ft Load Length 5 ft 1 ft Comparisons with required sections: Req'd Provided Section Modulus: 21.56 in3 49.91 in3 Area(Shear): 13.55 in2 32.38 in2 Moment of Inertia(deflection): 30.81 in4 230.84 in4 Moment: 1940 ft-lb 4492 ft-lb Shear: -1626 lb 3885 lb Project:n:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) EN Larry Widdifield page LocatioM11-BM OVER FRONT PORCH Alan Mascord Design Multi-Loaded Multi-Span Beam no 1305 NW 18th Avenue of [2009 International Building Code(2005 NDS)] ...„„.14,4400.01Z _Portland,OR 97209 5.5 IN x 11.5 IN x 6.33 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 6/6/2012 3:47:19 PM Section Adequate By:98.1% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.01 IN UMAX Dead Load 0.03 in Total Load 0.04 IN U2140 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:0240 REACTIONS A Live Load 443 lb 443 lb Dead Load 2376 lb 2376 lb Total Load 2819 lb 2819 lb Bearing Length 0.82 in 0.82 in BEAM DATA Center 6.33 ft Span Length 6.33 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.33 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 140 plf Uniform Dead Load 737 pif MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 891 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi 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.-L to Grain: Fc- l = 625 psi Fc- = 625 psi Controlling Moment: 4461 ft-lb 3.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2819 lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 61.18 in3 121.23 in3 Area(Shear): 24.87 in2 63.25 in2 Moment of Inertia(deflection): 78.19 in4 697.07 in4 Moment: 4461 ft-lb 8840 ft-lb Shear: -2819 lb 7168 lb Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) page 11111 Location:M12-BM OVER DEN/GUEST Alan Mascord / Alan W8t Design // Multi-Loaded Multi-Span Beam 11111 1305 NW 18th Avenue [2009 International Building Code(2005 NDS)1 °f 5.1251Nx19.5tNx12.5FT' �1' t �> Portland,OR 97209 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:40.7% St LOADING Version 8.0.112.0 6/7/2012 9:04:30 AM Controlling Factor:Moment DIAGRAM DEFLECTIONS Center Live Load 0.12 IN U1252 Dead Load 0.08 in Total Load 0.20 IN L/742 1 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A ja Live Load 5834 lb 6361 lb Dead Load 4050 lb 4397 lb xarRs r Total Load 9884 lb 10757 lb Bearing Length 2.97 in 3.23 in w 'k^"4``..°c .rs.., �x .yr.,w� ;'-� ,•'� "Ti=.. 4^..s.y ;:�..a '. ,..''ti. ,..�. fres; �y BEAM DATA Center ilt Span Length 12.5 ft 12.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1.5 Uniform Live Load 25 plf Camber Required 0.12 Uniform Dead Load 17 plf Notch Depth 0.00 Beam Self Weight 22 plf MATERIAL PROPERTIES Total Uniform Load 64 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 5597 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Dead Load 3732 lb Cd=1.00 Location 5.5 ft Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Live Load 285 plf 674 plf Comp. to Grain: Fc--I—= 650psi Fc--L'= 650psi Left Dead Load 194 plf 452 plf Right Live Load 285 plf 674 plf Controlling Moment: 46154 ft-lb Right Dead Load 194 plf 452 plf 5.5 Ft from left support of span 2(Center Span) Load Start 0 ft 5.5 ft Created by combining all dead loads and live loads on span(s)2 Load End 5.5 ft 12.5 ft Controlling Shear: -10757 lb Load Length 5.5 ft 7 ft 12.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 230.77 in3 324.8 in3 Area(Shear): 60.89 in2 99.94 in2 Moment of Inertia(deflection): 1023.92 in4 3166.77 in4 Moment: 46154 ft-lb 64959 ft-lb Shear: -10757 lb 17656 lb page Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) sn Larry Widdifield Location:M13-CANT FLR JSTS OVER DEN/BATH is n Alan Mascord Design Floor Joist 1305 NW 18th Avenue or [2009 International Building Code(2005 NDS)] _-`�`?f �kst.:.Portland,OR 97209 1.5 INx11.25INx13.5FT(11 +2.5)@16O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 6/6/2012 3:49:31 PM Section Adequate By: 164.7% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Right Live Load 0.06 IN L/2140 -0.04 IN 2U1338 Dead Load 0.01 in 0.01 in Total Load 0.07 IN L/1934 -0.04 IN 201616 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360 REACTIONS A g Live Load 293 lb 442 lb i Dead Load 77 lb 313 lb ' Total Load 370 lb 755 lb Bearing Length 0.40 in 0.81 in BEAM DATA Center Right ii ft 2.6ft---1 Span Length 11 ft 2.5 ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 0 ft 0 ft Floor sheathing applied to top of joists-top of joists fully braced. JOIST LOADING Floor Duration Factor 1.00 Uniform Floor Loading Center Riaht Live Load LL= 40 psf 40 psf MATERIAL PROPERTIES Dead Load DL= 15 psf 15 psf #2-Douglas-Fir-Larch Total Load TL= 55 psf 55 psf Base Values Adjusted TL Adj.For Joist Spacing wT= 73.3 plf 73.3 plf Bending Stress: Fb= 900 psi Fb'= 531 psi Wall Loading Cd=1.00 C1=0.51 CF=1.00 Cr-1.15 Wall One Shear Stress: Fv= 180 psi Fv'= 180 psi Live Load(1-to Joists): L1 = 0 plf 0 plf Cd=1.00 Dead Load(1 to Joists)D1 = 0 plf 90 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Load Location X1 = 0 ft 2.5 ft Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1-to Grain: Fc-1-= 625 psi Fc-.1'= 625 psi Controlling Moment: -529 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: -451 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Rea'd Provided Section Modulus: 11.95 in3 31.64 in3 Area(Shear): 3.76 in2 16.88 in2 Moment of Inertia(deflection): 63.88 in4 177.98 in4 Moment: -529 ft-lb 1401 ft-lb Shear: -451 lb 2025 lb Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) page 11111 Location:M14-BM BY STAIRS Larry ascoreld Multi-Loaded Multi-Span Beam Alan Mscord Design [2009 International Building Code(2005 NDS)) 1305 NW 18th Avenue of Portland,OR 97209 3.5 IN x 11.25 IN x 5.33 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 97.7% StruCalc Version 8.0.112.0 6/6/2012 3:51:11 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0,02 IN U3407 Dead Load 0.00 in Total Load 0.02 IN U2698 Live Load Deflection Criteria:0360 Total Load Deflection Criteria:L/240 REACTIONS A i Live Load 1831 lb 1831 lb Dead Load 481 lb 481 lb Total Load 2312 lb 2312 lb Bearing Length 1.06 in 1.06 in BEAM DATA Center Span Length 5.33 ft 6.33 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.33 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 687 plf MATERIAL PROPERTIES Uniform Dead Load 172 plf #2-Douglas-Fir-Larch Beam Self Weight 9 plf Base Values Adjusted Total Uniform Load 868 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. to Grain: Fc- i = 625 psi Fc--i-'= 625 psi Controlling Moment: 3081 ft-lb 2.66 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2312 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 37.34 in3 73.83 in3 Area(Shear): 19.27 in2 39.38 in2 Moment of Inertia(deflection): 43.88 in4 415.28 in4 Moment: 3081 ft-lb 6091 ft-lb Shear: 2312 lb 4725 lb page Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) an Larry Widdifield Location:M15-BM BTWN FOYER/GREAT RM so Alan Mascord Design Multi-Loaded Multi-Span Beam 1305 NW 18th Avenue or [2009 International Building Code(2005 NDS)] _Y, ;;l :_. Portland,OR 97209 3.125 IN x 12.0 IN x 14.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.112.0 6/6/2012 3:53:15 PM Section Adequate By: 59.7% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.26 IN U638 Dead Load 0.08 in Total Load 0.34 IN L/493 Live Load Deflection Criteria:0360 Total Load Deflection Criteria: L/240 REACTIONS 9 @ Live Load 1283 lb 1108 lb Dead Load 390 lb 344 lb Total Load 1674 lb 1452 lb Bearing Length 0.82 in 0.71 in ]SEAM DATA Center 14 ft Span Length 14 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj. Factor 1 Uniform Live Load 40 plf Camber Required 0.08 Uniform Dead Load 10 plf Notch Depth 0.00 Beam Self Weight 8 plf Total Uniform Load 58 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 1831 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Dead Load 481 lb Cd=1.00 Location 6.33 ft 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--1-= 650 psi Fc--1-'= 650 psi Controlling Moment: 9390 ft-lb 6.3 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1674 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 46.95 in3 75 in3 Area(Shear): 9.47 in2 37.5 in2 Moment of Inertia(deflection): 253.79 in4 450 in4 Moment: 9390 ft-lb 15000 ft-lb Shear: 1674 lb 6625 lb Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) page msLocation:M16-BM BTWN DINING/GREAT RM. Larry Widdifield Alan Multi-Loaded Multi-Span Beam III MDesign 1305 NWWMascord h Avenue nue or [2009 International Building Code(2005 NDS)] 41,t ,tniotfl Portland,OR 97209 3.5 IN x 11.25 IN x 6.33 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 178.6% St OADI Version 8.0.112.0 6/6/2012 3:54:53 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN 05176 Dead Load 0.01 in Total Load 0.02 IN U3201 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS Li Live Load 855 lb 855 lb Dead Load 527 lb 527 lb Total Load 1382 lb 1382 lb Bearing Length 0.63 in 0.63 in BEAM DATA Center Span Length 6.33 ft e'33ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.33 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 270 pif MATERIAL PROPERTIES Uniform Dead Load 158 plf #2-Douglas-Fir-Larch Beam Self Weight 9 pif Base Values Adjusted Total Uniform Load 437 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Cd=1.00 CF=9.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-I-to Grain: Fc--i = 625 psi Fc-1'= 625 psi Controlling Moment: 2186 ft-lb 3.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1382 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 Comparisons with required sections: Req'd Provided Section Modulus: 26.5 in3 73.83 in3 Area(Shear): 11.51 in2 39.38 in2 Moment of Inertia(deflection): 31.14 in4 415.28 in4 Moment: 2186 ft-lb 6091 ft-lb Shear: -1382 lb 4725 lb page Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) in Larry Widdifield / ' Location:M17-BM OVER MID OUTDOOR LIVING sa Alan Mascord Design // Multi-Loaded Multi-Span Beam 1305 NW 18th Avenue os [2009 International Building Code(2005 NDS)] -?s ...Portland,OR 97209 5.125 IN x 12.0 IN x 13.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.112.0 6/6/2012 3:59:05 PM Section Adequate By:61.7% LOADING DIAGRAM Controlling Factor:Moment PEFLECTIONS Center Live Load 0.18 IN U849 Dead Load 0.16 in Total Load 0.35 IN U448 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS 9 B Live Load 2470 lb 2470 lb -reg Dead Load 2212 lb 2212 lb Total Load 4682 lb 4682 lb W Bearing Length 1.41 in 1.41 ins,: .., BEAM DATA Cent r 13 ft 1— Span Length 13 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 13 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 40 plf Camber Required 0.16 Uniform Dead Load 10 plf Notch Depth 0.00 Beam Self Weight 13 plf Total Uniform Load 63 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species TRAPEZOIDAL LOADS-CENTER SPAN ease Values Adjusted Load Number gsia Bending Stress: Fb= 2400 psi Controlled by: Left Live Load 340 plf Fbcmpr= 1850 psi Fb'= 2400 psi Left Dead Load 317 plf Cd—=1.00 Right Live Load 340 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Dead Load 317 plf Cd=1.00 Load Start 0 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load End 13 ft Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Length 13 ft Comp.J-to Grain: Fc--L= 650 psi Fc--1-'= 650 psi Controlling Moment: 15217 ft-lb 6.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4682 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 76.09 in3 123 in3 Area(Shear): 26.5 in2 61.5 in2 Moment of Inertia(deflection): 395.58 in4 738 in4 Moment: 15217 ft-lb 24600 ft-lb Shear: 4682 lb 10865 lb Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) pane 11111 Larry Widdifield Location:M18-SIDE BM AT OUTDOOR LIVING in Alan Mascord Design Multi-Loaded Multi-Span Beam I 1305 NW 18th Avenue [2009 International Building Code(2005 NDS)] °f ? eyl ._Portland,OR 97209 5.1251Nx9.01Nx9.5FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:41.3% StruCalc Version 8.0.112.0 6/7/2012 7:34:16 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.12 IN U960 Dead Load 0.11 in Total Load 0.23 IN L/497 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 1 • REACTIONS A f3 Live Load 2658 lb 894 lb Dead Load 2293 lb 909 lb Total Load 4952 lb 1804 lb Bearing Length 1.49 in 0.54 in BEAM DATA Center a.s n Span Length 9.5 ft IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIII' Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS .Center Camber Adj.Factor 1 Uniform Live Load 0 Of • Camber Required 0.11 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 10 plf MATERIAL PROPERTIES Total Uniform Load 10 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 2470 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Dead Load 2212 lb Cd=1.00 Location 2.25 ft Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One LQ Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 320 plf 50 plf Min.Mod.of Elasticity: E_miinn= 930 ksi E_min'= 930 ksi Left Dead Load 192 plf 64 plf Comp.-I-to Grain: Fc- 650 psi Fc- 650 psi Right Live Load 320 plf 50 plf Controlling Moment: 9792 ft-lb Right Dead Load 192 plf 64 plf 2.28 Ft from left support of span 2(Center Span) Load Start 0 ft 2.25 ft Created by combining all dead loads and live loads on span(s)2 Load End 2.25 ft 9.5 ft Controlling Shear: 4952 lb Load Length 2.25 ft 7.25 ft At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 48.96 in3 69.19 in3 Area(Shear): 28.03 in2 46.13 in2 Moment of Inertia(deflection): 150.48 in4 311.34 in4 Moment: 9792 ft-lb 13838 ft-lb Shear: 4952 lb 8149 lb page Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) Larry Widdifield Location:M19-REAR BM AT OUTDOOR LIVING Alan Mascord Design Multi-Loaded Multi-Span Beam RE 1305 NW 18th Avenue of [2009 International Building Code(2005 NDS)) .Portland,OR 97209 5.5 IN x 11.5 IN x 12.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 6/7/2012 7:35:58 AM Section Adequate By:87.2% j-OADING DIAGRAM Controlling Factor:Moment PEFLECTIONS Center Live Load 0.08 IN 01980 Dead Load 0.07 in Total Load 0.15 IN 01024 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:0240 REACTIONS A Live Load 781 lb 781 lb Dead Load 729 lb 729 lb Total Load 1511 lb 1511 lb Bearing Length 0.44 in 0.44 in REAM DATA Center 12.6 ft Span Length 12.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 125 plf Uniform'Dead Load 103 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 242 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi 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--L'= 625 psi Controlling Moment: 4721 ft-lb 6.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1511 lb 12.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 64.74 in3 121.23 in3 • Area(Shear): 13.33 in2 63.25 in2 Moment of Inertia(deflection): 163.39 in4 697.07 in4 Moment: 4721 ft-lb 8840 ft-lb Shear: -1511 lb 7168 lb Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) page 11111 Location:FT1-FOOTING AT SIDE GARAGE Larry sco d / ig Alan Masco FootingII rDesign 1305 NW 18tt h Avenue of 12009 International Building Code(2005 NDS)] Portland,OR 97209 Footing Size:3.0 FT x 3.0 FT x 12.00 IN -` 4� Reinforcement:#4 Bars @ 7.00 IN.O.C.E/W/(5)min. Section Footing Design Adequate StruCalc Version 8.0.112.0 6/7/2012 10:02;33 AM FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: C= 3 in FOOTING SIZE Width: W= 3 ft I-8 In--I Length: L= 3 ft I 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: m= 6 in I P n r, r Column Depth: n= 8 in -7n _ i 3I FOOTING CALCULATIONS y I 3f I Bearing Calculations: Ultimate Bearing Pressure: Qu= 1329 psf I-6 in—I Effective Allowable Soil Bearing Pressure: Qe= 1350 psf T I I Required Footing Area: Areq= 8.86 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 17470 lb 12 in Allowable Bearing: Bear-A= 132600 lb Beam Shear Calculations(One Way Shear): P r) Beam Shear: Vul = 4732 lb —in Allowable Beam Shear: Vc1 = 22275 lb _ s Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 61 in I 3 ft Punching Shear: Vu2= 14349 lb • Allowable Punching Shear(ACI 11-35): vc2-a= 94359 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 139838 lb Live Load: PL= 7784 lb Allowable Punching Shear(ACI 11-37): vc2-c= 75488 lb Dead Load: PD= 4180 lb Controlling Allowable Punching Shear: vc2= 75488 lb Total Load: PT= 11964 lb Bending Calculations: Ultimate Factored Load: Pu= 17470 lb Factored Moment: Mu= 78617 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 870 lb Nominal Moment Strength: Mn= 282369 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.51 in Steel Required Based on Moment: As(1)= 0.27 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.86 in2 Controlling Reinforcing Steel: As-reqd= 0.86 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in Note:Plain concrete adequate for bending, therefore adequate development length not required. page Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) Ng Larry Widdifield Location:FT2-FOOTING AT SIDE GARAGE BY BATH in in Alan Mascord Design Footing 1305 NW 18th Avenue or [2009 International Building Code(2005 NDS)] _41, +' Portland,OR 97209 Footing Size:3.33 FT x 3.33 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C.E/W/(5)min. StruCalc Version 8.0.112.0 6/7/2012 10:03:41 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.33 ft —s In--I Length: L= 3.33 ft Depth: Depth= 12 in — I I Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN'AND BASEPLATE SIZE Column Type: Wood 12 in Column Width: m= 6 in Column Depth: n= 8 in F n n q T 3 In FOOTING CALCULATIONS _ -- Bearing Calculations: I —3.33 ft I Ultimate Bearing Pressure: Qu= 1323 psf I--s In---I Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I I Required Footing Area: Areq= 10.87 sf -1- Area Provided: A= 11.09 sf Baseplate Bearing: Bearing Required: Bear= 20987 lb 121n Allowable Bearing: Bear-A= 132600 lb Beam Shear Calculations(One Way Shear): i' c, `' O 9 _ Beam Shear: Vu1 = 6161 lb 3In Allowable Beam Shear: Vc1 = 24725 lb --1- Punching Punching Shear Calculations(Two Way Shear): I 3.33 ft I Critical Perimeter: Bo= 61 in Punching Shear: Vu2= 17943 lb Allowable Punching Shear(ACI 11-35): vc2-a= 94359 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 139838 lb Live Load: PL= 8445 lb Allowable Punching Shear(ACI 11-37): vc2-c= 75488 lb Dead Load: PD= 6229 lb Controlling Allowable Punching Shear: vc2= 75488 lb Total Load: PT= 14674 lb Bending Calculations: Ultimate Factored Load: Pu= 20987 lb Factored Moment: Mu= 104829 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 1072 lb Nominal Moment Strength: Mn= 283267 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.36 in2 Min.Code Req'd Reinf.Shrink.ITemp.(ACI-10.5.4):As(2)= 0.96 in2 Controlling Reinforcing Steel: As-reqd= 0.96 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 16.98 in Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) page En Larry Widdifield Location:FT3-FOOTING AT REAR GARAGE Alan Mascord Design Footing II 1305 NW 18th Avenue of [2009 International Building Code(2005 NDS)] /.14, Portland,OR 97209 Footing Size:3.0 FT x 3.0 FT x 12.00 IN - � =: Reinforcement:#4 Bars @ 7.00 IN.O.C.ENV 1(5)min. Section Footing Design Adequate StruCalc Version 8.0.112.0 6/7/2012 10:06:49 AM FOOTING PROPERTIES ),AADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3 ft Length: L= 3 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1240 psf H 6I"-H Effective Allowable Soil Bearing Pressure: Qe= 1350 psf ( ( 1 Required Footing Area: Areq= 8.27 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 15988 lb 12 In Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): p A n n 9 Beam Shear: Vu1 = 4330 lb T 3 In Allowable Beam Shear: Vol = 22275 lb y Punching Shear Calculations(Two Way Shear): I 3 ft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 13483 lb Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Live Load: PL= 6484 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Dead Load: PD= 4678 lb Controlling Allowable Punching Shear: vc2= 70538 lb Total Load: PT= 11162 lb Bending Calculations: Ultimate Factored Load: Pu= 15988 lb Factored Moment: Mu= 71946 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 870 lb Nominal Moment Strength: Mn= 282369 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.51 in Steel Required Based on Moment: As(1)= 0.24 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.86 in2 Controlling Reinforcing Steel: As-reqd= 0.86 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in Note:Plain concrete adequate for bending, therefore adequate development length not required. page Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) 1111 Larry Widdifield / Location:FT4-FOOTING UNDER DEN CLOSET Alan Masc 8rdt Design Footing 1305 NW 18th Avenue or [2009 International Building Code(2005 NOS)] .�.,.. i9 ._Portland,OR 97209 Footing Size:2.83 FT x 2.83 FT x 12.00 IN Reinforcement:#4 Bars @ 6.00 IN.O.C.E/W 1(5)min. StruCalc Version 8.0.112.0 6/7/2012 10:08:22 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.83 ft Length: L= 2.83 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: I-6 in--I Ultimate Bearing Pressure: Qu= 1234 psf I I Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.32 sf Area Provided: A= 8.01 sf Baseplate Bearing: Bearing Required: Bear= 14194 lb 121n Allowable Bearing: Bear-A= 99450 lb nBeam Shear Calculations(One Way Shear): T Beam Shear. Vu1 = 3649 lb 3 in Allowable Beam Shear: Vc1 = 21013 lb — _L._ PunchingShear Calculations(Two Way Shear): I 2.83 ft I Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 11695 lb Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Live Load: PL= 5834 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Dead Load: PD= 4050 lb Controlling Allowable Punching Shear: vc2= 70538 lb Total Load: PT= 9884 lb Bending Calculations: Ultimate Factored Load: Pu= 14194 lb Factored Moment: Mu= 60255 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 774 lb Nominal Moment Strength: .Mn= 281825 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.54 in Steel Required Based on Moment: As(1)= 0.20 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.82 in2 Controlling Reinforcing Steel: As-reqd= 0.82 in2 Selected Reinforcement: #4's @ 6.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: •As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.98 in Note: Plain concrete adequate for bending, therefore adequate development length not required. Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) - page En Larry / Location:FT5-FOOTING UNDER DEN WINDOW Alan Mascord Design Footing 111 1305 NW 18th Avenue of [2009 International Building Code(2005 NDS)] : Portland,OR 97209 Footing Size:2.83 FT x 2.83 FT x 12.00 IN –`' �` Reinforcement:#4 Bars @ 6.00 IN.O.C. E/W/(5)min. Section Footing Design Adequate StruCalc Version 8.0.112.0 6/7/2012 10:09:47 AM FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.83 ft Length: L= 2.83 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: H-6 fn--I Ultimate Bearing Pressure: Qu= 1343 psf I I Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.97 sf Area Provided: A= 8.01 sf Baseplate Bearing: Bearing Required: Bear= 15454 lb 12 in Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): r T eam Shear: Vu1 = 3973 lb 31n Allowable Beam Shear: Vc1 = 21013 lb — Punching Shear Calculations(Two Way Shear): 2.83 ft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 12733 lb Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Live Load: PL= 6361 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Dead Load: PD= 4397 lb Controlling Allowable Punching Shear: vc2= 70538 lb Total Load: PT= 10758 lb Bending Calculations: Ultimate Factored Load: Pu= 15454 lb Factored Moment: Mu= 65602 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 774 lb Nominal Moment Strength: Mn= 281825 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.54 in Steel Required Based on Moment: As(1)= 0.22 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.82 in2 Controlling Reinforcing Steel: As-reqd= 0.82 in2 Selected Reinforcement: #4's @ 6.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.98 in Note: Plain concrete adequate for bending, therefore adequate development length not required. page Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) III Larry Widdifield Location:FT6-FOOTING UNDER GREAT RM. Alan Mascord Design / Footing imm 1305 NW 18th Avenue of [2009 International Building Code(2005 NDS)] elfr Portland,OR 97209 Footing Size:3.67 FT x 3.67 FT x 12.00 IN Reinforcement:#4 Bars @ 7,00 IN.O.C.E/W/(6)min. StruCalc Version 8.0.112.0 6/7/2012 10:11:06 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.67 ft • Length: L= 3.67 ft Depth: Depth= 12 in I--..sin—{ Effective Depth to Top Layer of Steel: d= 8.25 in I i T COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in 121n Column Depth: n= 8 in r n n n n 9 FOOTING CALCULATIONS 3 in Bearing Calculations: — I 3.67 ft Ultimate Bearing Pressure: Qu= 1242 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I—"sin--I Required Footing Area: Areq= 12.39 sf _ I I Area Provided: A= 13.47 sf Baseplate Bearing: Bearing Required: Bear= 23960 lb Allowable Bearing: Bear-A= 132600 lb 12 In Beam Shear Calculations(One Way Shear): P n n n 9 _ Beam Shear: Vu1 = 7492 lb 131n Allowable Beam Shear: Vc1 = 27250 lb Punching Shear Calculations(Two Way Shear): I 3.67 it Critical Perimeter: Bo= 61 in Punching Shear: Vu2= 21099 lb Allowable Punching Shear(ACI 11-35): vc2-a= 94359 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 139838 lb Live Load: PL= 9701 lb Allowable Punching Shear(ACI 11-37): vc2-c= 75488 lb Dead Load: PD= 7032 lb Controlling Allowable Punching Shear: vc2= 75488 lb Total Load: PT= 16733 lb Bending Calculations: Ultimate Factored Load: Pu= 23960 lb Factored Moment: Mu= 131900 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 1302 lb Nominal Moment Strength: Mn= 339050 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.50 in Steel Required Based on Moment: As(1)= 0.45 in2 Min.Code Req'd Reinf.Shrink.ITemp. (ACI-10.5.4):As(2)= 1.06 in2 Controlling Reinforcing Steel: As-reqd= 1.06 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= 19.02 in mmw page Project:2291-McGEHEE HOMES(LOT 18)(COMP ROOF) 11111 Larry Widdifield + Location:WORST CASE STUDS AT GREAT RM. us Alan Mascord Design Column 135 NW 18th Avenue •f [2009 International Building Code(2005 NDS)] r Portland,OR 97209 1.5IN x 7.25 IN x 19.25 FT@ 16O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 6/7/2012 7:40:27 AM Section Adequate By:43.2% LOADING DIAGRAM DEFLECTIONS Deflection due to lateral loads only: Defi= 0.81 IN=L/285 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS B Live Load: Vert-LL-Rxn= 585 lb — Dead Load: Vert-DL-Rxn= 435 lb 1k', Total Load: Vert-TL-Rxn= 1020 lb HORIZONTAL REACTIONS .` Total Reaction at Top of Column: TL-Rxn-Top= 193 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= ' 193 lb , :- COLUMN DATA 1` : Total Column Length: 19.25 ft i ' Unbraced Length(X-Axis)Lx: 19.25 ft1 Unbraced Length(Y-Axis)Ly: 0 ft 1925 ( W Column End Condtion-K(e): 1 I ; Axial Load Duration Factor 1.00 j '' Lateral Load Duration Factor(Wind/Seismic) 1.33 '! . ,t,., .,.. .. COLUMN PROPERTIES 104 #2-Douglas-Fir-Larch I Base Value Adjusted Compressive Stress: Fc= 1350 psi Fc'= 442 psi Cd=9.33 Cf=9.05 Cp=0.23 F,,' Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1652 psi Cd=9.33 CF=9.20 Cr=9.15 C1=1.00 = Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1652 psi Cd=9.33 CF=9.20 Cr=9.15 A Modulus of Elasticity: E= 1600 ksi E= 1600 ksi • Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi AXIAL LOADING Live Load:• PL= 439 plf Column Section(X-X Axis): dx= 7.25 in Dead Load: PD= 292 plf Column Section(Y-Y Axis): dy= 1.5 in Column Self Weight: CSW= 45 plf Area: A= 10.88 in2 Total Load: PT= 776 Of Section Modulus(X-X Axis): Sx= 13.14 in3 Section Modulus(Y-Y Axis): Sy= 2.72 in3 LATERAL LOADING (Dy Face) Slenderness Ratio: Lex/dx= 31.86 Uniform Lateral Load: wL-Lat= 15 psf Ley/dy= 0 Column Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Actual Compressive Stress: Fc= 40 psi Allowable Compressive Stress: Fc'= 442 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(V-Y Axis)' My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 926 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 846 psi Allowable Bending Stress(X-X Axis): Fbx'= 1652 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1652 psi Combined Stress Factor: CSF= 0.57 .