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Report /u5120/2 - 0Cz/y 10/1-2.4, Sw 1/44/ 57"- AL AN 7"- ALAN RECEIVE')C ' FEES I O 2CH2 cdTgp £L DESIGN ASSOCIATES, I N C . Davidson Residence 1239 GRAVITY LOADS DESIGNED TO AFPA NDS-05 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 - 100# TOTAL LOAD BENT CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 1305 N.W. 18TH AVE. PORTLAND, OR. 97209 page Project: 1239-DAVIDSON(COMP ROOF) Larry Widdifield Location:M1-WINDOW HDR AT MASTER BATHc Alan Mascord Design /; Multi-Loaded Multi-Span Beam f 1305 NW 18th Avenue [2009 International Building Code(2005 NDS)] E'er`"" Portland,OR 97209 of 3.5 IN x 9.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:75.3% SLOADI Version 8.0.110.0 2/1/2012 3:35:08 PM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.02 IN L/3733 Dead Load 0.01 in Total Load 0.03 IN L/2195 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 1 REACTIONS A B Live Load 485 lb 1313 lb Dead Load 348 lb 903 lb Total Load 833 lb 2216 lb Bearing Length 0.38 in 1.01 in �,. _ . .a,. �e... BEAM DATA Center Span Length 6 ft A 6 ft 8 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 Adjusted 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 1019 lb Cd=1.00 Dead Load 679 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Location 5 ft Min. Mod, of Elasticity: E_ _ min= 580 ksi Emin'= 580 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.- to Grain: Fc--L= 625 psi Fc--I-'= 625 psi Load Number arLe Two Left Live Load 100 plf 279 plf Controlling Moment: 1983 ft-lb Left Dead Load 68 plf 190 plf 4.74 Ft from left support of span 2(Center Span) Right Live Load 100 plf 279 plf - Created by combining all dead loads and live loads on span(s)2 Right Dead Load 68 plf 190 plf Controlling Shear: -2216 lb Load Start 0 ft 5 ft At right support of span 2(Center Span) Load End 5 ft 6 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5 ft 1 ft Comparisons with required sections: Read Provided Section Modulus: 22.03 in3 49.91 in3 Area(Shear): 18.47 in2 32.38 in2 Moment of Inertia(deflection): 25.25 in4 230.84 in4 Moment: 1983 ft-lb 4492 ft-lb Shear: -2216 lb 3885 lb page Project: 1239-DAVIDSON(COMP ROOF) Larry Widdifield Location:M4-SIDE BM AT FRONT PORCH , Alan Mascord Design Multi-Loaded Multi-Span Beam 1305 NW 18th Avenue of m [2009 International Building Code(2005 NDS)] Portland,OR 97209 5.5 INx11.51Nx6.0FT #2W-Douglas-Fir-Larch-Dry Use Section Adequate By:299.5% StruCalc Version 8.0.110.0 2/1/2012 3:40:59 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN UMAX Dead Load 0.01 in Total Load 0.02 IN L/4551 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 627 lb 627 lb Dead Load 848 lb 848 lb Total Load 1475 lb 1475 lb Bearing Length 0.43 in 0.43 in BEAM DATA Center A sft Span Length 6 ft 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 209 plf Uniform Dead Load 269 plf MATERIAL PROPERTIES #2Beam Self Weight 14 plf -Douglas-Fir-Larch Base Values Adjusted Total Uniform Load 492 plf 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. to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 2213 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1475 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 30.35 in3 121.23 in3 Area(Shear): 13.02 in2 63.25 in2 Moment of Inertia(deflection): 36.76 in4 697.07 in4 Moment: 2213 ft-lb 8840 ft-lb Shear: -1475 lb 7168 lb Project: 1239-DAVIDSON(COMP ROOF) page Larry Widdifield Location: M5-12/0 PATIO DR HDR AT DINING -31 Alan Mascord Design Multi-Loaded Multi-Span Beam 1305 NW 18th Avenue of [2009 International Building Code(2005 NDS)] Portland,OR 97209 5.25 IN x 11.875 IN x 12.0 FT 2.0E Parallam-iLevel Trus Joist Section Adequate By: 34.5% StruCalc Version 8.0.110.0 2/1/2012 3:43:14 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.23 IN L/621 Dead Load 0.16 in Total Load 0.39 IN L/367 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 4368 lb 4368 lb Dead Load 3033 lb 3033 lb Total Load 7401 lb 7401 lb Bearing Length 1.88 in 1.88 in BEAM DATA Center Span Length 12 ft A 12R B Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 UNIFORM LOADS Cen er Notch Depth 0.00 Uniform Live Load 728 plf MATERIAL PROPERTIES Uniform Dead Load 486 plf 2.0E Parallam-iLevel Trus Joist Beam Self Weight 19 plf Base Values Adjusted Total Uniform Load 1233 plf Bending Stress: Fb= 2900 psi Fb'= 2903 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc- = 750 psi Fc--L'= 750 psi Controlling Moment: 22203 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: -7401 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 91.77 in3 123.39 in3 Area(Shear): 38.28 in2 62.34 in2 Moment of Inertia(deflection): 479.5 in4 732.62 in4 Moment: 22203 ft-lb 29854 ft-lb Shear: -7401 lb 12053 lb page Project: 1239-DAVIDSON(COMP ROOF) Larry Widdifield m g Location:M3-FRONT DR HDR n ' t Alan Mascord Desi � or Multi-Loaded Multi-Span Beam ��� � 1305 NW 18th Avenue [2009 International Building Code(2005 NDS)] Portland,OR 97209 3.125 IN x 10.5 IN x 7.83 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.110.0 2/1/2012 3:39:22 PM Section Adequate By:73.8% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.08 IN U1218 Dead Load 0.06 in Total Load 0.13 IN 11708 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1938 lb 1938 lb Dead Load 1398 lb 1398 lb Total Load 3336 lb 3336 lb Bearing Length 1.64 in 1.64 in BEAM DATA Center A 7.83 ft Span Length 7.83 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 7.83 ft Live Load Duration Factor 1.00 UNIFORM LOADS Cen er Camber Adj. Factor 1.5 Uniform Live Load 495 plf Camber Required 0.08 Uniform Dead Load 350 plf Notch Depth 0.00 Beam Self Weight 7 plf Total Uniform Load 852 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod. of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.1 to Grain: Fc-- = 650 psi Fc--- = 650 psi Controlling Moment: 6530 ft-lb 3.91 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3336 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: 32.65 in3 57.42 in3 Area(Shear): 18.88 in2 32.81 in2 Moment of Inertia(deflection): 102.25 in4 301.46 in4 Moment: 6530 ft-lb 11484 ft-lb Shear: -3336 lb 5797 lb 1 Project: 1239-DAVIDSON(COMP ROOF) page Larry Mascord Location: M2-BM OVER DEN BAY WINDOWS Alan Mascord Design Multi-Loaded Multi-Span Beams 1305 NW 18th Avenue [2009 International Building Code(2005 NDS)] of Portland,OR 97209 5.5 IN x 11.5 IN x 6.0 FT #2=Douglas-Fir-Larch-Dry Use Section Adequate By:41.9% StruCalc Version 8.0.110.0 2/1/2012 3:37:23 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.02 IN L/3090 Dead Load 0.02 in Total Load 0.04 IN L/1826 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 1 REACTIONS A Live Load 1477 lb 1907 lb Dead Load 1030 lb 1336 lb ., Total Load 2507 lb 3243 lb Bearing Length 0.73 in 0.94 in � - � • BEAM DATA Center Span Length 6 ft 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 14 plf Base Values Adiusted Total Uniform Load 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 170 psi Fv'= 170 psi Live Load 1564 lb Cd=1.00 Dead Load 1042 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Location 2.83 ft Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp. L to Grain: Fc- = 625 psi Fc- '= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 6228 ft-lb Left Live Load 120 plf 467 plf 2.82 Ft from left support of span 2(Center Span) Left Dead Load 78 plf 322 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 120 plf 467 plf Controlling Shear: 3243 Ib Right Dead Load 78 plf 322 plf At right support of span 2(Center Span) Load Start 0 ft 2.83 ft Created by combining all dead loads and live loads on span(s)2 Load End 2.83 ft 6 ft Load Length 2.83 ft 3.17 ft Comparisons with required sections: Req'd Provided Section Modulus: 85.41 in3 121.23 in3 Area(Shear): 28.61 in2 63.25 in2 Moment of Inertia(deflection): 91.62 in4 697.07 in4 Moment: 6228 ft-lb 8840 ft-lb Shear: -3243 lb 7168 lb Project: 1239-DAVIDSON (COMP ROOF) page Larry Masco d Location:M6-TYPICAL BM AT REAR PORCH itirrgivjAlan Mascord Design Multi-Loaded Multi-Span Beam -+ • 1305 NW 18th Avenue °f [2009 International Building Code(2005 NDS)] Portland, OR 97209 5.125 IN x 12.0 IN x 16.5 FT 24F'-V4-Visually Graded Western Species-Dry Use Section Adequate By: 99.6% StruCalc Version 8.0.110.0 2/1/2012 3:45:03 PM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.24 IN L/839 Dead Load 0.18 in Total Load 0.41 IN U479 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: 0240 REACTIONS A Live Load 1551 lb 1551 lb Dead Load 1166 lb 1166 lb Total Load 2717 lb 2717 lb Bearing Length 0.82 in 0.82 in BEAM DATA Center 16.5 ft Span Length 16.5 ft A Unbraced Length-Top 0 ft Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj. Factor 1 Uniform Live Load 188 plf Camber Required 0.18 Uniform Dead Load 128 plf Notch Depth 0.00 Beam Self Weight 13 plf MATERIAL PROPERTIES Total Uniform Load 329 plf 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2400 psi Cd—=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.L to Grain: Fc-L= 650 psi Fc-L'= 650 psi Controlling Moment: 11208 ft-lb 8.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2717 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: 56.04 in3 123 in3 Area(Shear): 15.38 in2 61.5 in2 Moment of Inertia(deflection): 369.79 in4 738 in4 Moment: 11208 ft-lb 24600 ft-lb Shear: 2717 lb 10865 lb page Project: 1239-DAVIDSON(COMP ROOF) Larry Widdifield Location:M7-WINDOW HDR AT KITCHEN Alan Mascord Design Multi-Loaded Multi-Span Beam 1305 NW 18th Avenue of [2009 International Building Code(2005 NDS)] Portland,OR 97209 3.5 IN x 9.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:63.5% StruCalc Version 8.0.110.0 2/1/2012 3:46:44 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.02 IN L/3014 Dead Load 0.01 in Total Load 0.03 IN L/1793 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1308 lb 1308 lb Dead Load 890 lb 890 lb Total Load 2198 lb 2198 lb Bearing Length 1.00 in 1.00 in BEAM DATA Center A Sft Span Length 5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 523 plf Uniform Dead Load 349 plf MATERIAL PROPERTIES Beam Self Weight 7 plf #2-Douglas-Fir-Larch Base Values Adiusted Total Uniform Load 879 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc- = 625 psi Fc--- = 625 psi Controlling Moment: 2747 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: -2198 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: 30.52 in3 49.91 in3 Area(Shear): 18.31 in2 32.38 in2 Moment of Inertia(deflection): 30.9 in4 230.84 in4 Moment: 2747 ft-lb 4492 ft-lb Shear: -2198 lb 3885 lb Project: 1239-DAVIDSON(COMP ROOF) page Larry Widdifield Location:M8-BM OVER FRONT PORCH BY GARAGE , Alan Mascord Design Multi-Loaded Multi-Span Beam IW` 1305 NW 18th Avenue [2009 International Building Code(2005 NDS)] of Portland, OR 97209 5.5 IN x 11.5 IN x 10.0 FT �` #2*Douglas-Fir-Larch-Dry Use Section Adequate By:56.9% StruCalc Version 8.0.110.0 2/1/2012 3:48:20 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.07 IN L/1845 Dead Load 0.05 in Total Load 0.11 IN L/1072 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1310 lb 1310 lb Dead Load 944 lb 944 lb Total Load 2254 lb 2254 lb Bearing Length 0.66 in 0.66 in BEAM DATA Center Span Length 10 ft A Cott B Unbraced Length-Top 0 ft Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 UNIFORM LOADS Qgrer Notch Depth 0.00 Uniform Live Load 262 plf MATERIAL PROPERTIES Uniform Dead Load 175 plf #2-Douglas-Fir-Larch Beam Self Weight 14 plf Base Values Adjusted Total Uniform Load 451 plf 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-1'= 625 psi Controlling Moment: 5634 ft-lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2254 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 77.26 in3 121.23 in3 Area(Shear): 19.88 in2 63.25 in2 Moment of Inertia(deflection): 155.99 in4 697.07 in4 Moment: 5634 ft-lb 8840 ft-lb Shear: 2254 lb 7168 lb page Project: 1239-DAVIDSON (COMP ROOF) y Larry Widdifield Location: M9-WINDOW HDR AT FAMILY/STUDIO 4 f `t. Alan Mascord Design Multi-Loaded Multi Span Beam -w 1305 NW 18th Avenue of [2009 International Building Code(2005 NDS)] =a, Portland, OR 97209 5.125 IN x 10.5 IN x 8.34 FT(4.2+4.2) 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.110.0 2/1/2012 3:52:05 PM Section Adequate By:61.2% Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Right Live Load 0.01 IN L/7339 0.00 IN UMAX Dead Load 0.00 in 0.00 in Total Load 0.01 IN U4660 0.00 IN L/MAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 1 REACTIONS A B C Live Load 1058 lb 4905 lb 781 lb Dead Load 651 lb 3335 lb 286 lb Total Load 1709 lb 8240 lb 1066 lb W Uplift(1.5 F.S) 0 lb 0 lb -191 lb Bearing Length 0.51 in 2.47 in 0.32 in 4 BEAM DATA Center Right A 4.17 ft 4 B 4.17 ft C. Span Length 4.17 ft 4.17 ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 4.17 ft 4.17 ft UNIFORM LOADS Center Right Live Load Duration Factor 1.00 Uniform Live Load 0 plf 428 plf Notch Depth 0.00 Uniform Dead Load 0 plf 286 plf Beam Self Weight 12 plf 12 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Total Uniform Load 12 plf 726 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fbcmpr= 1850 psi Fb_cmpr'= 1843 psi Live Load 3609 lb Cd-=1.00 C1=1.00 Dead Load 2406 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.83 ft Cd=1.00 TRAPEZOIDAL LOADS-CENTER SPAN - Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Load Number ne Two Min.Mod. of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Live Load 100 plf 428 plf Comp.-I-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Left Dead Load 68 plf 286 plf ControllingMoment: -3452 ft-lb Right Live Load 100 plf 428 plf Right Dead Load 68 plf 286 plf Over right support of span 2(Center Span) Load Start 0 ft 2.83 ft Created by combining all dead loads and live loads on span(s)2,3 Load End 2.83 ft 4.17 ft Controlling Shear: -5899 lb Load Length 2.83 ft 1.34 ft 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2, 3 Comparisons with required sections: Req'd Provided Section Modulus: 22.47 in3 94.17 in3 Area(Shear): 33.39 in2 53.81 in2 Moment of Inertia(deflection): 25.46 in4 494.4 in4 Moment: -3452 ft-lb 14465 ft-lb Shear: 5899 lb 9507 lb Project: 1239-DAVIDSON(COMP ROOF) page Larry Location:M10-18/0 O.H GARAGE DR HDR - Alan Mascord Design Multi-Loaded Multi-Span Beam > ) {a;, 1305 NW 18th Avenue or [2009 International Building Code(2005 NDS)] Portland, OR 97209 5.125 IN x 15.0 IN x 18.0 FT 24 -V4-Visually Graded Western Species-Dry Use Section Adequate By:35.9% StruCalc Version 8.0.110.0 2/2/2012 7:34:14 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.05 IN L/4746 Dead Load 0.56 in Total Load 0.60 IN 0359 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 450 lb 450 lb , Dead Load 4879 lb 4879 lb TR1 TR2 Total Load 5329 lb 5329 lb w Bearing Length 1.60 in 1.60 in BEAM DATA Center Span Length 18 ft A 18 ft B 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 50 plf Camber Required 0.56 Uniform Dead Load 34 plf Notch Depth 0.00 Beam Self Weight 17 plf MATERIAL PROPERTIES Total UniformLoad 101 plf 24F-V4-Visually Graded Western Species TRAPEZOIDAL LOADS-CENTER SPAN Base Values Adjusted Load Number One Two Bending Stress: Fb= 2400 psi Controlled by: Left Live Load 0 plf 0 plf Fbcmpr= 1850 psi Fb'= 2145 psi Left Dead Load 245 plf 738 plf Cd—=0.90 Cv=0.99 Right Live Load 0 plf 0 plf Shear Stress: Fv= 265 psi Fv'= 239 psi Right Dead Load 738 plf 245 plf Cd=0.90 Load Start 0 ft 9 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load End 9 ft 18 ft Min.Mod,of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Length 9 ft 9 ft Comp.-L-to Grain: Fc--1-= 650 psi Fc--L'= 650 psi Controlling Moment: 25286 ft-lb 9.0 Ft from left support of span 2(Center Span) Created by dead loads only on all span(s). Controlling Shear: -4879 lb At right support of span 2(Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Req'd Provided Section Modulus: 141.45 in3 192.19 in3 Area(Shear): 30.69 in2 76.88 in2 Moment of Inertia(deflection): 963.85 in4 1441.41 in4 Moment: 25286 ft-lb 34356 ft-lb Shear: -4879 lb 12223 lb page Project: 1239-DAVIDSON(COMP ROOF) Larry Widdifield Location: M11-9/0 O.H.GARAGE DR HDR ., i.;' !• a Alan Mascord Design /= Multi-Loaded Multi-Span Beam ° 1305 NW 18th Avenue [2009 International Building Code(2005 NDS)) Portland,OR 97209 °r 5.125 IN x 10.5 IN x 9.0 FT _ 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.110.0 2/2/2012 7:36:42 AM Section Adequate By:85.0% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.08 IN U1372 Dead Load 0.08 in Total Load 0.15 IN U698 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 .1 REACTIONS A B Live Load 1960 lb 1515 lb Dead Load 1945 lb 1652 lb Total Load 3905 lb 3167 lb 7R1 Bearing Length 1.17 in 0.95 in BEAM DATA Center Span Length 9 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj. Factor 1 Uniform Live Load 0 plf Camber Required 0.08 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 12 plf MATERIA L PROPERTIES Total Uniform Load 12 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 1260 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Dead Load 840 lb Cd=1.00 Location 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 Left Live Load 363 plf 100 plf Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 372 Of 198 plf Comp. L to Grain: Fc-1= 650 psi Fc--L'= 650 psi Right Live Load 363 plf 100 plf - ControllingMoment: 10182 ft-lb Right Dead Load 372 plf 198 plf Load.Start O ft 5 ft 4.95 Ft from left support of span 2(Center Span) Load End 5 ft 9 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5 ft 4 ft Controlling Shear: 3905 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: 50.91 in3 94.17 in3 Area(Shear): 22.1 in2 53.81 in2 Moment of Inertia(deflection): 170.08 in4 494.4 in4 Moment: 10182 ft-lb 18834 ft-Ib Shear: 3905 lb 9507 lb Project: 1239-DAVIDSON(COMP ROOF) page Larry Masco d / Logation:M12-FRONT BM OVER FRONT PORCH � ' vki, �k Alan Mascord Design Multi-Loaded Multi-Span Beam ; ' ,,_ . 1305 NW 18th Avenue [2009 International Building Code(2005 NDS)] Portland,OR 97209 or 5.5 IN x 11.5 IN x 9.0 FT #2 2 Douglas-Fir-Larch-Dry Use Section Adequate By:49.7% StruCalc Version 8.0.110.0 2/2/2012 8:04:29 AM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN L/MAX Dead Load 0.08 in Total Load 0.09 IN L/1166 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 225 lb 225 lb Dead Load 2190 lb 2190 lb "17792 Total Load 2415 lb 2415 lb Bearing Length 0.70 in 0.70 in W BEAM DATA Center Span Length 9 ft A s 8 Unbraced Length-Top 0 ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 50 plf MATERIAL PROPERTIES Uniform Dead Load 34 plf #2-Douglas-Fir-Larch Beam Self Weight 14 plf Base Values Adjusted Total Uniform Load 98 plf Bending Stress: Fb= 875 psi Fb'= 788 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=0.90 CF=1.00 Load Number One Two Shear Stress: Fv= 170 psi Fv'= 153 psi Left Live Load 0 plf 0 plf Cd=0.90 Left Dead Load 325 plf 553 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Right Live Load 0 plf 0 plf Min.Mod. of Elasticity: E_min= 470 ksi E_min'= 470 ksi Right Dead Load 553 plf 325 plf Comp. L to Grain: Fc-l= 625 psi Fc--L'= 625 psi Load Start 0 ft 4.5 ft Load End 4.5 ft 9 ft Controlling Moment: 5313 ft-lb Load Length 4.5 ft 4.5 ft 4.5 Ft from left support of span 2(Center Span) Created by dead loads only on all span(s). Controlling Shear: 2190 lb At left support of span 2(Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Reo'd Provided Section Modulus: 80.96 in3 121.23 in3 Area(Shear): 21.47 in2 63.25 in2 Moment of Inertia(deflection): 143.47 in4 697.07 in4 Moment: 5313 ft-lb 7956 ft-lb Shear: 2190 lb 6452 lb page Project: 1239-DAVIDSON(COMP ROOF) -, Larry Widdifield Location:FT1-FOOTING AT FRONT GARAGE BY KITCHEN - ( 1 Alan Mascord Design I. Footing y:1,-:, ,,ito:N1305 NW 18th Avenue of [2009 International Building Code(2005 NDS)] 1. 'a- Portland,OR 97209 Footing Size:3.0 FT x 3.0 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C.E/W/(5)min. StruCalc Version 8.0.110.0 2/2/2012 8:28:21 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 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= 1269 psf I—s in- I Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I Required Footing Area: Areq= 8.46 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 16432 lb 12 in Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): P o n n CI Beam Shear: Vu1 = 4450 lb Sin Allowable Beam Shear: Vc1 = 22275 lb — __L_ Punching Shear Calculations(Two Way Shear): I aft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 13857 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= 6811 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Dead Load: PD= 4612 lb Controlling Allowable Punching Shear: vc2= 70538 lb Total Load: PT= 11423 lb Bending Calculations: Ultimate Factored Load: Pu= 16432 lb Factored Moment: Mu= 73944 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)= 0.25 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.86 in2 Controlling Reinforcing Steel: As-reqd= 0.86 in2 Selected Reinforcement: #4's @ 7.0 in. o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in Note: Plain concrete adequate for bending, therefore adequate development length not required. 4 Project: 1239-DAVIDSON(COMP ROOF) page Larry Masco d / Logation: FT2-FOOTING AT FRONT GARAGE BTWN BAYS ` Alan Mascord Design Footing I ) 1305 NW 18th Avenue of [2009 International Building Code(2005 NDS)] 'c Portland,OR 97209 Footing Size:2.67 FT x 2.67 FT x 12.00 IN Relhforcement:#4 Bars @ 8.00 IN.O.C. E/W 1(4)min. StruCalc Version 8.0.110.0 2/2/2012 8:29:52 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.67 ft Length: L= 2.67 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: F—e in------ Ultimate Bearing Pressure: Qu= 1286 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.79 sf Area Provided: A= 7.13 sf Baseplate Bearing: Bearing Required: Bear= 13203 lb 12 in Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): ° T • Beam Shear: Vu1 = 3202 lb 3 m Allowable Beam Shear: Vc1 = 19825 lb _L Punching Shear Calculations(Two Way Shear): 2.67 ft Critical Perimeter: Bo= 57 in ` Punching Shear: Vu2= 10592 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= 5501 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Dead Load: PD= 3668 lb Controlling Allowable Punching Shear: vc2= 70538 lb Total Load: PT= 9169 lb Bending Calculations: Ultimate Factored Load: Pu= 13203 lb Factored Moment: Mu= 52879 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 689 lb Nominal Moment Strength: Mn= 226628 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.18 in2 Min.Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.77 in2 Controlling Reinforcing Steel: As-reqd= 0.77 in2 Selected Reinforcement: #4's @ 8.0 in. o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.02 in Note: Plain concrete adequate for bending, therefore adequate development length not required. • page Project: 1239-DAVIDSON(COMP ROOF) Larry Widdifield Location: FT3-FOOTING UNDER FAMILY/STUDIO ,IAlan Mascord Design c Footing7,11 ';,_ , 1305 NW 18th Avenue of [2009 International Building Code(2005 NDS)] ' Portland,OR 97209 Footing Size:2.67 FT x 2.67 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C.E/W/(4)min. Section Footing Design Adequate StruCalc Version 8.0.110.0 2/2/2012 8:31:26 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 j-6 in--I Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.67 ft Length: L= 2.67 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in 12 in COLUMN AND BASEPLATE SIZE 0 n9 1T Column Type: Wood Column Width: m= 4 in 3 in Column Depth: n= 6 in ' -i- FOOTING CALCULATIONS I 2.67 ft Bearing Calculations: ain—I Ultimate Bearing Pressure: Qu= 1234 psf — I I Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.52 sf Area Provided: A= 7.13 sf Baseplate Bearing: Bearing Required: Bear= 12691 lb 12 in Allowable Bearing: Bear-A= 66300 lb n n Beam Shear Calculations(One Way Shear): 7- Beam Beam Shear: Vu1 = 3078 lb 3 in a Allowable Beam Shear: Vc1 = 19825 lb —L Punching Shear Calculations(Two Way Shear): I 2.67 ft I Critical Perimeter: Bo= 53 in , Punching Shear: Vu2= 10533 lb Allowable Punching Shear(ACI 11-35): vc2-a= 76519 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 134888 lb Live Load: PL= 5333 lb Allowable Punching Shear(ACI 11-37): vc2-c= 65588 lb Dead Load: PD= 3465 lb Controlling Allowable Punching Shear: vc2= 65588 lb Total Load: PT= 8798 lb Bending Calculations: Ultimate Factored Load: Pu= 12691 lb Factored Moment: Mu= 50827 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 689 lb Nominal Moment Strength: Mn= 226628 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.17 in2 Min. Code Req'd Reinf.Shrink.ITemp.(ACI-10.5.4):As(2)= 0.77 in2 Controlling Reinforcing Steel: As-reqd= 0.77 in2 Selected Reinforcement: #4's @ 8.0 in. o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.02 in Note: Plain concrete adequate for bending, therefore adequate development length not required.