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Specifications (14) 1'3c s v �v1 tZ ALAN DESIGN ASSOCIATES, INC . OPTION PLAN 22141A FOUR D CONSTRUCTION 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 Project:22141A FOUR D CONST page Patrick J.Burke / Location: D1 -DECK SUPPORT BM L. '° ' Burke Drawings,Inc. Multi-Loaded Multi-Span Beam B U K It C 7040 S.E.118TH DR of [2012 International Building Code(2012 NDS)] • lt`3' %PORTLAND,OR 97266 5.125 IN x 13.5 IN x 19.0 FT 24F-V4-Visually Graded Western Species-Wet Use StruCalc Version 9.0.1.7 4/10/2015 9:53:04 AM Section Adequate By:21.6% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.52 IN L/438 Dead Load 0.16 in Total Load 0.68 IN L1336 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 2660 lb 2660 lb Dead Load 807 lb 807 lb Total Load 3467 lb 3467 lb Bearing Length 1.96 in 1.96 in w BEAM DATA Center Span Length 19 ft Unbraced Length-Top 0 ft 19ft Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.16 Uniform Live Load 280 plf Notch Depth 0.00 Uniform Dead Load 70 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 365 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 1917 psi Cm=0.80 Cv=1.00 Shear Stress: Fv= 265 psi Fv'= 232 psi Cd=1.00 Cm=0.88 Modulus of Elasticity: E= 1800 ksi E'= 1499 ksi Cm=0.83 Comp. L to Grain: Fc- L= 650 psi Fc-J'= 345 psi Cm=0.53 Controlling Moment: 16471 ft-lb 9.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3467 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: 103.12 in3 155.67 in3 Area(Shear): 22.43 in2 69.19 in2 Moment of Inertia(deflection): 864.44 in4 1050.79 in4 Moment: 16471 ft-lb 24863 ft-lb Shear: -3467 lb 10695 lb • Project:22141A FOUR D CONST page Patrick Burke �' Location: FT1-FOOTING BTWN FRONT GARAGE BAYS � Burke Drawings, Inc. Footing 6 U K It C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] °s°10"Ca PORTLAND,OR 97266 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 9.0.1.7 4/10/2015 9:53:04 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft Depth: Depth= 12 in 1-8 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood 1 Column Width: m= 6 in 12 in Column Depth: n= 8 in p G n r, FOOTING CALCULATIONS I ' 3 in Bearing Calculations: l 3.5 ft- Ultimate Bearing Pressure: Qu= 1312 psf s in— Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 11.9 sfI Area Provided: A= 12.25 sf Baseplate Bearing: Bearing Required: Bear= 23332 lb 12 in Allowable Bearing: Bear-A= 132600 lb Q u Beam Shear Calculations(One Way Shear): _- 9 Beam Shear: Vul = 7083 lb 3 in Allowable Beam Shear: Vc1 = 25988 lb Punching Shear Calculations(Two Way Shear): 3.5 ft Critical Perimeter: Bo= 61 in Punching Shear: Vu2= 20269 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 94359 lb Live Load: PL= 10123 lb Allowable Punching Shear(ACI 11-36): vc2-b= 139838 lb Dead Load: PD= 5946 lb Allowable Punching Shear(ACI 11-37): vc2-c= 75488 lb Total Load: PT= 16069 lb Controlling Allowable Punching Shear: vc2= 75488 lb Ultimate Factored Load: Pu= 23332 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1184 lb Factored Moment: Mu= 122493 in-lb Nominal Moment Strength: Mn= 338532 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 in Steel Required Based on Moment: As(1)= 0.42 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 1.01 in2 Controlling Reinforcing Steel: As-reqd= 1.01 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 18 in page Project:22141A FOUR D CONSTPatrick J.Burke Location:FT2-FOOTING AT REAR GARAGE : :4' Burke Drawings, Inc. Footing B U I CS 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] mAr'rirc%PORTLAND,OR 97266 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. StruCalc Version 9.0.1.7 4/10/2015 9:53:04 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.83 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: Ultimate Bearing Pressure: Qu= 1267 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.52 sf Area Provided: A= 8.01 sf Baseplate Bearing: 12 in Bearing Required: Bear= 14739 lb Allowable Bearing: Bear-A= 99450 lb . ° Beam Shear Calculations(One Way Shear): ] 3 in Beam Shear: Vu1 = 3789 lb Allowable Beam Shear: Vc1 = 21013 lb 2.83 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 12144 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 6395 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3756 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 10151 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 14739 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 774 lb Factored Moment: Mu= 62568 in-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)= 0.21 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:22141A FOUR D CONST u--""7 page Patrick J.Burke Location:FT3-FOOTING AT SIDE GARAGE BY FOYER 1T.: Burke Drawings, Inc. Footing b U f l(C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] �ataurm '{,PORTLAND,OR 97266 Footing Size: 3.67 FT x 3.67 FT x 16.00 IN Reinforcement:#4 Bars @ 5.36 IN.O.C. E/W/(8)min. StruCalc Version 9.0.1.7 4/10/2015 9:53:04 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= 3.67 ft Length: L= 3.67 ft Depth: Depth= 16 in Effective Depth to Top Layer of Steel: d= 12.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: 6 in Ultimate Bearing Pressure: Qu= 1291 psf Effective Allowable Soil Bearing Pressure: Qe= 1300 psf Required Footing Area: Areq= 13.37 sf Area Provided: A= 13.47 sf Baseplate Bearing: 16 in Bearing Required: Bear= 25240 lb Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 5599 lb 3 i" Allowable Beam Shear: Vc1 = 40462 lb 3.67 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 73 in Punching Shear: Vu2= 20906 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 201206 lb Live Load: PL= 10951 lb Allowable Punching Shear(ACI 11-36): vc2-b= 292163 lb Dead Load: PD= 6432 lb Allowable Punching Shear(ACI 11-37): vc2-c= 134138 lb Total Load: PT= 17383 lb Controlling Allowable Punching Shear: vc2= 134138 lb Ultimate Factored Load: Pu= 25240 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 1736 lb Factored Moment: Mu= 138946 in-lb Nominal Moment Strength: Mn= 673406 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.67 in Steel Required Based on Moment: As(1)= 0.32 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 1.41 in2 Controlling Reinforcing Steel: As-reqd= 1.41 in2 Selected Reinforcement: #4's @ 5.4 in.o.c.e/w(8)Min. Reinforcement Area Provided: As= 1.57 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 19.02 in Note:Plain concrete adequate for bending, therefore adequate development length not required. page Project:22141A FOUR D CONST En Randy Voeller / Location:Ml-FLUSH BM OVER GREAT RM(NOOK SIDE)(REV 5-2-16) Alan Mascord Design Multi-Loaded Multi-Span Beam Sill 2187 NW Reed St Suite 100 of [2009 International Building Code(2005 NDS)] ;, Portland OR 97210 5.125 IN x 10.5 IN x 18.5 FT ' 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.6 5/2/2016 10:44:28 AM Section Adequate By:41.3% Controlling Factor:Deflection DEFLECTIONS Cent r LOADING DIAGRAM Live Load 0.44 IN L/509 Dead Load 0.16 in Total Load 0.59 IN U375 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 2107 lb 867 lb Dead Load 706 lb 340 lb Total Load 2813 lb 1207 lb Bearing Length 0.84 in 0.36 in w BEAM DATA Center Span Length 18.5 ft ,v Unbraced Length-Top 0 ft18.5ft Unbraced Length-Bottom 18.5 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.16 Uniform Live Load 53 plf Notch Depth 0.00 Uniform Dead Load 13 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 78 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 1994 lb Cd=1.00 Dead Load 589 Ib Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.J-to Grain: Fc-1= 650 psi Fc--- = 650 psi Controlling Moment: 9368 ft-lb 3.52 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2755 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: 46.84 in3 94.17 in3 Area(Shear): 15.6 in2 53.81 in2 Moment of Inertia(deflection): 349.92 in4 494.4 in4 Moment: 9368 ft-lb 18834 ft-lb Shear: 2755 lb 9507 lb NOTES page Project:22141A FOUR D CONST Patrick J.Burke Location:M2-FLR JSTS OVER MID FRONT GARAGE Burke Drawings, Inc. / Floor Joist D U CIC 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] %PORTLAND,OR 97266 1.5 IN x 11.25 IN x 10.5 FT @ 16 O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:05 AM Section Adequate By: 122.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN U2217 Dead Load 0.03 in Total Load 0.09 IN 01444 Live Load Deflection Criteria:U480 Total Load Deflection Criteria: L/360 REACTIONS A_ Live Load 359 lb 293 lb Dead Load 262 lb 131 lb Total Load 620 lb 424 lb 1 Bearing Length 0.66 in 0.45 in BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft 10.5 ft Unbraced Length-Bottom 0 ft Floor sheathing applied to top of joists-top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING MATERIAL PROPERTIES Uniform Floor Loading Center #2-Douglas-Fir-Larch Live Load LL= 40 psf Base Values Adjusted Dead Load DL= 15 psf Bending Stress: Fb= 900 psi Fb'= 1035 psi Total Load TL= 55 psf Cd=1.00 CF=1.00 Cr--1.15 TL Adj. For Joist Spacing wT= 73.3 plf Shear Stress: Fv= 180 psi Fv'= 180 psi Wall Loading Cd=1.00 Wall One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load(1 to Joists): L1 = 69 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Dead Load(1 to Joists)D1 = 137 plf Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Load Location X1 = 1.5 ft Controlling Moment: 1227 ft-lb 4.72 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 620 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: 14.23 in3 31.64 in3 Area(Shear): 5.17 in2 16.88 in2 Moment of Inertia(deflection): 44.36 in4 177.98 in4 Moment: 1227 ft-lb 2729 ft-lb Shear: 620 lb 2025 lb page Project:22141A FOUR D CONST Patrick J.Burke Location:M3-FLR JSTS OVER FRONT GARAGE L' l::' Burke Drawings, Inc. Floor Joist D U K D C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] Min ° PORTLAND,OR 97266 1.5 IN x 11.25 IN x 10.5 FT 16 0.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:06 AM Section Adequate By:69.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN U1958 Dead Load 0.05 in Total Load 0.11 IN L/1143 Live Load Deflection Criteria: 0480 Total Load Deflection Criteria:0360 REACTIONS A B Live Load 364 lb 314 lb Dead Load 275 lb 173 lb Total Load 638 lb 486 lb Bearing Length 0.68 in 0.52 in BEAM DATA Center _--_- Span Length 10.5 ft Unbraced Length-Top 0 ft A 10.5 ft Unbraced Length-Bottom 0 ft Floor sheathing applied to top of joists-top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING MATERIAL PROPERTIES Uniform Floor Loading Center #2-Douglas-Fir-Larch Live Load LL= 40 psf Base Values A_a'iAtesDead Load DL= 15 psf Bending Stress: Fb= 900 psi Fb'= 1035 psi Total Load TL= 55 psf Cd=1.00 CF=1.00 Cr_1.15 TL Adj. For Joist Spacing wT= 73.3 plf Shear Stress: Fv= 180 psi Fv'= 180 psi Wall Loading Cd=1.00 Wall One Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Live Load(1 to Joists): L1 = 88 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Dead Load(1 to Joists)D1 = 178 plf Comp.1 to Grain: Fc- = 625 psi Fc-1'= 625 psi Load Location X1 = 3 ft Controlling Moment: 1613 ft-lb 3.88 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 638 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: 18.7 in3 31.64 in3 Area(Shear): 5.32 in2 16.88 in2 Moment of Inertia(deflection): 56.06 in4 177.98 in4 Moment: 1613 ft-lb 2729 ft-lb Shear: 638 lb 2025 lb page Project:22141A FOUR D CONST Patrick J.Burke / Location:M4-MULT JSTS OVER FRONT GARAGE Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U f C(C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] °ut'11111` PORTLAND,OR 97266 (2)1.5 IN x 11.25 IN x 10.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:06 AM Section Adequate By:79.8% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/3739 Dead Load 0.06 in Total Load 0.09 IN U1356 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 468 lb 280 lb Dead Load 614 lb 602 lb Total Load 1082 lb 882 lb TR1 Bearing Length 0.58 in 0.47 in BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft 10.5 ft--- Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 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 Two Cd=1.00 Left Live Load 219 plf 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 239 plf 90 p11 Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 219 p11 0 plf Comp. to Grain: Fc- = 625 psi Fc- 625 psi Right Dead Load 239 plf 90 plf Controlling Moment: 2640 ft-lb Load Start 1.5 ft 3 ft 4.51 Ft from left support of span 2(Center Span) Load End 3 ft 10.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1.5 ft 7.5 ft Controlling Shear: 1082 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: 35.2 in3 63.28 in3 Area(Shear): 9.01 in2 33.75 in2 Moment of Inertia(deflection): 62.99 in4 355.96 in4 Moment: 2640 ft-lb 4746 ft-lb Shear: 1082 lb 4050 lb page Project:22141A FOUR D CONST r Patrick J.Burke Location:M5-16/0 O.H.GARAGE DR HDR 1° : Burke Drawings, Inc. Multi-Loaded Multi-Span Beam DMZ K K 7040 S.E. 118TH DR or [2012 International Building Code(2012 NDS)] MN) %PORTLAND,OR 97266 5.125 IN x 13.5 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:06 AM Section Adequate By:50.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN L/703 Dead Load 0.23 in Total Load 0.51 IN L/379 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2641 lb 2932 lb Dead Load 2182 lb 2576 lb Total Load 4824 lb 5509 lb Bearing Length 1.45 in 1.65 in TR1 TR2 BEAM DATA Center s m: w." •Span Length 16 ft ...e.._ .. w. .m �1. ., ..n .e,. Unbraced Length-Top 0 ft —16 ft — Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1.5 UNIFORM LOADS Center Camber Required 0.35 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 15 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 468 lb Cd—=1.00 Dead Load 614 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 11.75 ft Cd=9.00 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.-I-to Grain: Fc-1= 650 psi Fc- L'= 650 psi Left Live Load 313 plf 336 plf Left Dead Load 235 plf 269 plf Controlling Moment: 20662 ft-lb Right Live Load 313 plf 336 plf 8.64 Ft from left support of span 2(Center Span) Right Dead Load 235 plf 269 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 11.75 ft Controlling Shear: -5509 lb Load End 11.75 ft 16 ft At right support of span 2(Center Span) Load Length 11.75 ft 4.25 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 103.31 in3 155.67 in3 Area(Shear): 31.18 in2 69.19 in2 Moment of Inertia(deflection): 665.96 in4 1050.79 in4 Moment: 20662 ft-lb 31134 ft-lb Shear: -5509 lb 12223 lb Project:22141A FOUR D CONST page Patrick J.Burke Location:M6-9/0 O.H.GARAGE DR HDR �a� � Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 6 U R R C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] atam '%PORTLAND,OR 97266 3.5 IN x 11.25 IN x 9.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:06 AM Section Adequate By: 108.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U3156 Dead Load 0.03 in Total Load 0.06 IN L/1718 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 567 lb 731 lb Dead Load 505 lb 606 lb Total Load 1072 lb 1337 lb Bearing Length 0.49 in 0.61 in TR1 TR2 BEAM DATA Center Span Length 9 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9 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 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 9 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 305 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 179 lb Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 6 ft Comp.1-to Grain: Fc-L= 625 psi Fc-1-'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 2922 ft-lb Load Number One Two 5.49 Ft from left support of span 2(Center Span) Left Live Load 100 plf 131 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 88 plf 109 plf Controlling Shear: -1337 lb Right Live Load 100 plf 131 plf At right support of span 2(Center Span) Right Dead Load 88 plf 109 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 6 ft Load End 6 ft 9 ft Comparisons with required sections: Req'd Provided Load Length 6 ft 3 ft Section Modulus: 35.42 in3 73.83 in3 Area(Shear): 11.14 in2 39.38 in2 Moment of Inertia(deflection): 58 in4 415.28 in4 Moment: 2922 ft-lb 6091 ft-lb Shear: -1337 lb 4725 lb page Project:22141A FOUR D CONST Patrick J. Burke Location:M7-MAIN BM OVER MID 9/0 GARAGE BAY tom` Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B H It C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] MUM)A PORTLAND,OR 97266 5.125 IN x 13.5 IN x 11.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:06 AM Section Adequate By:54.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN 0940 Dead Load 0.10 in Total Load 0.24 IN L/564 Live Load Deflection Criteria: U480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 3102 lb 4047 lb 1 2 Dead Load 2116 lb 2723 lb Total Load 5219 lb 6770 lb Bearing Length 1.57 in 2.03 in TR2 TR1 BEAM DATA Center - Span Length 11.5 ft �.': ,-___---,-,.. : ,_..._. ," '' :,v.:: zi??. Unbraced Length-Top 0 ft A 11.5 ft B Unbraced Length-Bottom 11.5 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.1 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 15 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 873 lb 1014 lb Cd=1.00 Dead Load 513 lb 596 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5.5 ft 7.5 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 335 plf 570 plf Left Dead Load 228 plf 384 plf Controlling Moment: 20180 ft-lb Right Live Load 335 plf 570 plf 6.21 Ft from left support of span 2(Center Span) Right Dead Load 228 plf 384 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 5.5 ft Controlling Shear: -6770 lb Load End 5.5 ft 11.5 ft 12.0 Ft from left support of span 2(Center Span) Load Length 5,5 ft 6 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 100.9 in3 155.67 in3 Area(Shear): 38.32 in2 69.19 in2 Moment of Inertia(deflection): 670.74 in4 1050.79 in4 Moment: 20180 ft-lb 31134 ft-lb Shear: -6770 lb 12223 lb Project:22141A FOUR D CONST rte/ page �� ;` Patrick Burke / Location:M8-MAIN BM OVER MID 16/0 GARAGE Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 6U K II C 7040 S.E. 118TH DR [2012 International Building Code(2012 NDS)] •VAIN)t"( OR 97266 or 5.125 IN x 18.0 IN x 18.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:06 AM Section Adequate By:45.6% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.29 IN U768 Dead Load 0.13 in Total Load 0.42 IN L/524 Live Load Deflection Criteria:0480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 4443 lb 4614 lb Dead Load 1879 lb 2247 lb Total Load 6322 lb 6862 lb Bearing Length 1.90 in 2.06 in TR1 TR2 BEAM DATA Center Span Length 18.5 ft Unbraced Length-Top O ft A 18.5 ft B Unbraced Length-Bottom 18.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.13 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 20 plf 24F-V4-Visually Graded Western Species Total Uniform Load 20 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2334 psi Live Load 280 lb Cd=1.00 Cv=0.97 Dead Load 602 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 13 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 Emin'= 930 ksi Load Number One Two Comp.1 to Grain: Fc-1 = 650 psi Fc- l'= 650 psi Left Live Load 470 plf 485 plf Left Dead Load 161 plf 193 plf Controlling Moment: 30698 ft-lb Right Live Load 470 plf 485 plf 9.62 Ft from left support of span 2(Center Span) Right Dead Load 161 plf 193 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 13 ft Controlling Shear: -6862 lb Load End 13 ft 18.5 ft 18.0 Ft from left support of span 2(Center Span) Load Length 13 ft 5.5 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 157.83 in3 276.75 in3 Area(Shear): 38.84 in2 92.25 in2 Moment of Inertia(deflection): 1710.14 in4 2490.75 in4 Moment: 30698 ft-lb 53829 ft-lb Shear: -6862 lb 16298 lb page Project:22141A FOUR D CONST Patrick J.Burke Location:M9-MAIN BM BTWN GARAGE BAYS ' Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 6 U E 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] oSk1°°")mI,PORTLAND,OR 97266 6.75 IN x 25.5 IN x 18.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:06 AM Section Adequate By:29.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN L/1202 Dead Load 0.12 in Total Load 0.30 IN L/721 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 i REACTIONS A B Live Load 9462 lb 6534 lb Dead Load 6607 lb 4794 lb ,, Total Load 16069 lb 11328 lb TR1 Bearing Length 3.66 in 2.58 in w BEAM DATA Center — -- Span Length 18 ft 37. ?,,. Vin -Z, ,.' Unbraced Length-Top 0 ft -18 ft _8. Unbraced Length-Bottom 18 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.12 Uniform Live Load 40 plf Notch Depth 0.00 Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 37 plf 24F-V4-Visually Graded Western Species Total Uniform Load 87 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2199 psi Live Load 12508 lb Cd=100 Cv=0.92 Dead Load 7081 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 8 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--L= 650 psi Fc-1'= 650 psi Left Live Load 346 plf 0 plf Left Dead Load 321 plf 90 plf Controlling Moment: 103607 ft-lb Right Live Load 346 plf 0 plf 7.92 Ft from left support of span 2(Center Span) Right Dead Load 321 plf 90 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 8 ft Controlling Shear: 16069 lb Load End 8 ft 18 ft At left support of span 2(Center Span) Load Length 8 ft 10 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Red Provided Section Modulus: 565.41 in3 731.53 in3 Area(Shear): 90.96 in2 172.13 in2 Moment of Inertia(deflection): 4655.37 in4 9327.02 in4 Moment: 103607 ft-lb 134048 ft-lb Shear: 16069 lb 30409 lb page Project:22141A FOUR D CONST Patrick J. Burke Location:M10-DR HDR AT HALL TO GUEST RM 01, Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U K It C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] "M)it)'r{ PORTLAND,OR 97266 5.125 IN x 13.5 IN x 3.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:04 AM Section Adequate By:20.4% Controlling Factor: Shear 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: L/240 REACTIONS A B Live Load 1740 lb 6498 lb Dead Load 859 lb 3653 lb Total Load 2599 lb 10151 lb Bearing Length 0.78 in 3.05 in BEAM DATA Center w Span Length 3 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 367 plf Notch Depth 0.00 Uniform Dead Load 92 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 474 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 7137 Ib Cd=1.00 Dead Load 4191 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.5 ft 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: 5002 ft-lb 2.49 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -10151 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: Req'd Provided Section Modulus: 25.01 in3 155.67 in3 Area(Shear): 57.46 in2 69.19 in2 Moment of Inertia(deflection): 23.2 in4 1050.79 in4 Moment: 5002 ft-lb 31134 ft-lb Shear: -10151 lb 12223 lb page Project:22141A FOUR D CONST Patrick DrawinJ.Burke, Inc. / Location:M11-BM OVER GUEST RM sly' gs Multi-Loaded Multi-Span Beam b U K IU 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] 01010`%PORTLAND,OR 97266 5.5 IN x 11.5 IN x 10.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:04 AM Section Adequate By:60.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/2245 Dead Load 0.06 in Total Load 0.12 IN L/1045 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 977 lb 977 lb Dead Load 1122 lb 1122 lb Total Load 2098 lb 2098 lb TR1 Bearing Length 0,61 in 0.61 in w BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft A_ 10.5 ft Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 64 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Left Live Load 146 plf Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Left Dead Load 190 plf Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Right Live Load 146 plf Comp.-t-to Grain: Fc--L= 625 psi Fc- L'= 625 psi Right Dead Load 190 plf Load Start 0 ft Controlling Moment: 5509 ft-lb Load L 10.5 ft Load Length Ft from left support of span 2(Center Span) n ngth 10.5 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2098 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: 75.55 in3 121.23 in3 Area(Shear): 18.52 in2 63.25 in2 Moment of Inertia(deflection): 240.22 in4 697.07 in4 Moment: 5509 ft-lb 8840 ft-lb Shear: 2098 lb 7168 lb page Project:22141A FOUR D CONST Patrick J. Burke Location:M12-BM OVER GUEST BATH I Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U K C(C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] MAttI`) tORTLAND,OR 97266 6.75 IN x 12.0 IN x 13.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:04 AM Section Adequate By:46.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN L/746 Dead Load 0.18 in Total Load 0.39 IN U405 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B 2 Live Load 3052 lb 4627 lb Dead Load 2663 lb 3886 lb Total Load 5716 lb 8514 lb TR3 Bearing Length 1.30 in 1.94 in TR1 TR2 BEAM DATA Center _ Span Length 13 ft Unbraced Length-Top 0 ft 13 ft a • Unbraced Length-Bottom 13 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.18 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 24F-V4-Visually Graded Western Species Total Uniform Load 18 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 700 lb 1853 lb Cd— Dead Load 467 lb 1743 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5.67 ft 11.5 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 Three Comp.-I-to Grain: Fc- l = 650 psi Fc-1'= 650 psi Left Live Load 340 plf 456 plf 330 plf Left Dead Load 307 plf 356 plf 173 plf Controlling Moment: 22093 ft-lb Right Live Load 340 plf 456 plf 330 plf 6.63 Ft from left support of span 2(Center Span) Right Dead Load 307 plf 356 plf 173 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 5.67 ft 11.5 ft Controlling Shear: -8514 lb Load End 5.67 ft 11.6 ft 13 ft At right support of span 2(Center Span) Load Length 5.67 ft 5.93 ft 1.5 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 110.46 in3 162 in3 Area(Shear): 48.19 in2 81 in2 Moment of Inertia(deflection): 575.76 in4 972 in4 Moment: 22093 ft-lb 32400 ft-lb Shear: -8514 lb 14310 lb page Project:22141A FOUR D CONST / Patrick J.Burke Location:M13-BM AT HALL TO GUEST I. ' Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U K I(C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] °ori°` PORTLAND,OR 97266 5.125 IN x 9.0 IN x 3.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:05 AM Section Adequate By:51.4% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/3489 Dead Load 0.01 in Total Load 0.02 IN L/1903 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1828 lb 2939 lb Dead Load 1512 lb 2444 lb Total Load 3340 lb 5383 lb Bearing Length 1.00 in 1.62 in w BEAM DATA Center Span Length 3.5 ft Via.. a .s rax Unbraced Length-Top 0 ft A 3.5n Unbraced Length-Bottom 3.5 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.01 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 POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 4627 lb Cd=1.00 Dead Load 3886 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.17 ft 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.-to Grain: Fc--= 650 psi Fc--'= 650 psi Controlling Moment: 7106 ft-lb 2.17 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -5383 lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 35.53 in3 69.19 in3 Area(Shear): 30.47 in2 46.13 in2 Moment of Inertia(deflection): 39.26 in4 311.34 in4 Moment: 7106 ft-lb 13838 ft-lb Shear: -5383 lb 8149 lb page Project:22141A FOUR D CONST EN Randy Voeller / Location:M14-ANGLED JSTS BTWN FOYER/NOOK(REV 5-2-16) Alan Mascord Design Multi Loaded Multi Span Beam 2187 NW Reed St Suite 100 of [2009 International Building Code(2005 NDS)] . ry :.Portland OR 97210 (2)1.5 IN x 11.25 IN x 7.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.6 5/2/2016 10:44:30 AM Section Adequate By:539.9% 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 0.01 IN UMAX Dead Load 0.01 in Total Load 0.01 IN U6898 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 268 lb 134 lb Dead Load 207 lb 174 lb Total Load 475 lb 308 lb Bearing Length 0.25 in 0.16 in TR1 REAM DATA Center Span Length 7.5 ft _. � max. ,,.. „ �'_ _--. r . Unbraced Length-Top 0 ft 7.5 ft Unbraced Length-Bottom 7.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 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 107 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 57 plf Comp.-I-to Grain: Fc-1= 625 psi Fc-1'= 625 psi Right Live Load 0 plf Right Dead Load 30 plf Controlling Moment: 742 ft Ib Load Start 3.38 Ft from left support of span 2(Center Span) Load Enndd0 ft 7.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 7.5 ft Controlling Shear: 328 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: 9.89 in3 63.28 in3 Area(Shear): 2.73 in2 33.75 in2 Moment of Inertia(deflection): 12.38 in4 355.96 in4 Moment: 742 ft-lb 4746 ft-lb Shear: 328 lb 4050 lb NOTES Project:22141A FOUR D CONST page Randy Voeller Location:M15-FLUSH BM ACROSS STAIRS(REV 5-2-16) Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St Suite 100 of [2009 International Building Code(2005 NDS)] Portland OR 97210 3.1251N x 10.51N x 11.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.6 5/2/2016 10:44:32 AM Section Adequate By:65.6% Controlling Factor:Moment DEFLECTIONS enter LOADING DIAGRAM Live Load 0.21 IN L/627 Dead Load 0.07 in Total Load 0.28 IN L/474 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1994 lb 1815 lb Dead Load 589 lb 582 lb Total Load 2583 lb 2397 lb TR1 Bearing Length 1.27 in 1.18 in w BEAM DATA Center � Span Length 11 ft 4,..,. K..., .._ . Unbraced Length-Top 0 ft 11 ft Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.07 Uniform Live Load 300 plf Notch Depth 0.00 Uniform Dead Load 75 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 382 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Cd=1.00 Live Load 134 lb Dead Load 174 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 7 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 Emin'= 930 ksi Load Number One Comp. to Grain: Fc- I = 650 psi Fc-1'= 650 psi Left Live Load 107 plf Left Dead Load 27 plf Controlling Moment: 6933 ft-lb Right Live Load 0 plf 5.61 Ft from left support of span 2(Center Span) Right Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft Controlling Shear: 2191 lb Load End 7 ft At a distance d from left support of span 2(Center Span) Load Length 7 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 34.67 in3 57.42 in3 Area(Shear): 12.4 in2 32.81 in2 Moment of Inertia(deflection): 172.95 in4 301.46 in4 Moment: 6933 ft-lb 11484 ft-lb Shear: 2191 lb 5797 lb NOTES Project:22141A FOUR D CONST page Patrick J. Burke Location:M16-6/0 PATIO DR HDR AT NOOK Trig° ° Burke Drawings, Inc. Multi-Loaded Multi-Span Beam D,U K It C 7040 S.E.118TH DR of [2012 International Building Code(2012 NDS)] ,G��air"' PORTLAND,OR 97266 5.5 IN x 11.5 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:05 AM Section Adequate By:29.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U2319 Dead Load 0.02 in Total Load 0.05 IN U1475 I Live Load Deflection Criteria:L/480 Total Load Deflection Criteria: U360 REACTIONS A B Live Load 2796 lb 2637 lb Dead Load 1600 lb 1507 lb TR2 Total Load 4396 lb 4145 lb TR1 Bearing Length 1.28 in 1.21 in w BEAM DATA Center ., ®aw.. :.W . . m, Span Length 6 ft Unbraced Length-Top O ftE ft B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 132 plf #2-Douglas-Fir-Larch Uniform Dead Load 158 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 304 plf Cd=1.0O CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 696 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 409 lb Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Location 4.5 ft Comp.-1-to Grain: Fc-1= 625 psi Fc-1'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 6814 ft-lb Load Number One Two 3.12 Ft from left support of span 2(Center Span) Left Live Load 320 plf 450 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 80 plf 264 plf Controlling Shear: 4396 lb Right Live Load 320 plf 450 plf At left support of span 2(Center Span) Right Dead Load 80 plf 264 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 0 ft Load End 6 ft 4.5 ft Comparisons with required sections: Reo'd Provided Load Length 6 ft 4.5 ft Section Modulus: 93.45 in3 121.23 in3 Area(Shear): 38.78 in2 63.25 in2 Moment of Inertia(deflection): 170.19 in4 697.07 in4 Moment: 6814 ft-lb 8840 ft-lb Shear: 4396 lb 7168 lb Project:22141A FOUR D CONST m•-7 page Patrick Burke �� Location:M17-REAR COVERED PORCH BM T �-r'i Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 6 llI(It C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] •l riin`rPORTLAND,OR 97266 5.125 IN x 10.5 IN x 17.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:05 AM Section Adequate By:52.7% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.34 IN U608 Dead Load 0.22 in Total Load 0.56 IN L/366 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1352 lb 1352 lb Dead Load 890 lb 890 lb Total Load 2241 lb 2241 lb Bearing Length 0.67 in 0.67 in BEAM DATA Center Span Length 17 ft Unbraced Length-Top 0 ft A. 17 ft Unbraced Length-Bottom 17 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 159 plf Uniform Dead Load 93 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 264 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.--to Grain: Fc- L= 650 psi Fc-l'= 650 psi Controlling Moment: 9525 ft-lb 8.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2241 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: 47.62 in3 94.17 in3 Area(Shear): 12.69 in2 53.81 in2 Moment of Inertia(deflection): 323.79 in4 494.4 in4 Moment: 9525 ft-lb 18834 ft-lb Shear: 2241 lb 9507 lb page Project:22141A FOUR D CONSTPatrick J.Burke Location:M18-WINDOW HDR AT KITCHEN l'��' Burke Drawings, Inc. Multi-Loaded Multi-Span Beam D U f1 It C 7040 S.E.118TH DR of [2012 International Building Code(2012 NDS)] °tam ''` PORTLAND,OR 97266 3.5 IN x 9.25 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:05 AM Section Adequate By:208.2% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/7816 Dead Load 0.00 in Total Load 0.01 IN U5285 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 714 lb 823 lb Dead Load 305 lb 437 lb Total Load 1019 lb 1261 lb Bearing Length 0.47 in 0.58 in TR2 TR1 BEAM DATA Center -- _ Span Length 4 ft Unbraced Length-Top 0 ft A aft B Unbraced Length-Bottom 4 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 A_d_'. gs_ Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 7 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 92 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 54 lb Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 2.25 ft Comp.-l-to Grain: Fc--L= 625 psi Fc-1-'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 1194 ft-lb Load Number One Two 2.24 Ft from left support of span 2(Center Span) Left Live Load 317 plf 417 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 109 plf 237 plf Controlling Shear: -1261 lb Right Live Load 319 plf 417 plf At right support of span 2(Center Span) Right Dead Load 109 plf 237 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 2.25 ft Load End 2.25 ft 4 ft Comparisons with required sections: Read Provided Load Length 2.25 ft 1.75 ft Section Modulus: 13.26 in3 49.91 in3 Area(Shear): 10.51 in2 32.38 in2 Moment of Inertia(deflection): 10.63 in4 230.84 in4 Moment: 1194 ft-lb 4492 ft-lb Shear: -1261 lb 3885 lb Project:22141A FOUR D CONST page Patrick J.Burke / Location:M19-BM BTWN PANTRY/KITCHEN t' Burke Drawings, Inc. Multi-Loaded Multi-Span Beam DU K li C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] ,m i°"' `a PORTLAND,OR 97266 3.5 IN x 9.25 IN x 3.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:05 AM Section Adequate By:398.1% Controlling Factor:Shear 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: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 615 lb 615 lb Dead Load 165 lb 165 lb Total Load 780 lb 780 lb Bearing Length 0.36 in 0.36 in BEAM DATA Center Span Length 3 ft a ,. ,.,._wa Unbraced Length-Top 0 ft A — 3 n B^ Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 410 plf #2-Douglas-Fir-Larch Uniform Dead Load 103 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 520 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. to Grain: Fc-1= 625 psi Fc- L'= 625 psi Controlling Moment: 585 ft-lb 1.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 780 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: 6.5 in3 49.91 in3 Area(Shear): 6.5 in2 32.38 in2 Moment of Inertia(deflection): 4.67 in4 230.84 in4 Moment: 585 ft-lb 4492 ft-lb Shear: 780 lb 3885 lb Project:22141A FOUR D CONST page Patrick J. Burke Location:M20-BM BTWN DINING/PANTRY I � Burke Drawings,Inc. Multi-Loaded Multi-Span Beam 6 U R I(C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] MUM'0 PORTLAND,OR 97266 3.5 IN x 9.25 IN x 3.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:05 AM Section Adequate By:410.8% Controlling Factor: Shear 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 B Live Load 600 lb 600 lb Dead Load 161 lb 161 lb Total Load 761 lb 761 lb Bearing Length 0.35 in 0.35 in w BEAM DATA Center Span Length 3 ft Unbraced Length-Top 0 ft 3ft Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 400 plf #2-Douglas-Fir-Larch Uniform Dead Load 100 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 507 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.--to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 570 ft-lb 1.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 761 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: 6.34 in3 49.91 in3 Area(Shear): 6.34 in2 32.38 in2 Moment of Inertia(deflection): 4.56 in4 230.84 in4 Moment: 570 ft-lb 4492 ft-lb Shear: 761 lb 3885 lb page Project:22141A FOUR D CONST Patrick J.Burke / Location:M21-BM OVER KITCHEN CABINETS �� _,_� Burke Drawings, Inc. Multi-Loaded Multi-Span Beam !3 U R It C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] bs'GI" Ma PORTLAND,OR 97266 5.125 IN x 12.0 IN x 15.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:05 AM Section Adequate By:47.5% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN 01055 Dead Load 0.17 in Total Load 0.34 IN L/531 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 1493 lb 1493 lb Dead Load 1472 lb 1472 lb Total Load 2965 lb 2965 lb TRI Bearing Length 0.89 in 0.89 in BEAM DATA Center W Span Length 15 ft ',.a _ _.... A,V Unbraced Length-Top 0 ft - 15ft - Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.17 Uniform Live Load 40 plf Notch Depth 0,00 Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 63 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 159 plf Cd=1.00 Left Dead Load 173 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 159 plf Cd=1.00 Right Dead Load 173 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load End 15 ft Comp.1 to Grain: Fc-1= 650 psi Fc• '= 650 psi Load Length 15 ft Controlling Moment: 11119 ft-lb 7.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2965 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: Req'd Provided Section Modulus: 55.59 in3 123 in3 Area(Shear): 16.78 in2 61.5 in2 Moment of Inertia(deflection): 500.26 in4 738 in4 Moment: 11119 ft-lb 24600 ft-lb Shear: -2965 lb 10865 lb MEL page Project:22141A FOUR D CONST Patrick J.Burke Location:M22-MULT JSTS OVER PANTRY Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B,U R I(t 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] otauma:, c.,PORTLAND,OR 97266 (2) 1.5 IN x 11.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:05 AM Section Adequate By:263.1% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN UMAX Dead Load 0.01 in Total Load 0.01 IN U5810 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 515 lb 515 lb Dead Load 531 lb 531 lb Total Load 1046 lb 1046 lb TR1 Bearing Length 0.56 in 0.56 in w BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 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=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 166 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 195 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 166 plf Comp.1 to Grain: Fc-1= 625 psi Fc- = 625 psi Right Dead Load 195 plf Load Start 0 ft Controlling Moment: 1307 ft-lb Load End 5 ft 2.5 Ft from left support of span 2(Center Span) Load Length 5 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1046 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: 17.43 in3 63.28 in3 Area(Shear): 8.71 in2 33.75 in2 Moment of Inertia(deflection): 14.7 in4 355.96 in4 Moment: 1307 ft-lb 4746 ft-lb Shear: 1046 lb 4050 lb Project:22141A FOUR D CONST Patrick J.Burke page Location:M23-BM OVER DININGl�{i:t � Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U R IS C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] "`1d") %PORTLAND,OR 97266 5.5 IN x 9.5 IN x 11.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:05 AM Section Adequate By: 1.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN U1029 Dead Load 0.13 in Total Load 0.25 IN U521 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1095 lb 1095 lb Dead Load 1069 lb 1069 lb Total Load 2163 lb 2163 lb TR1 Bearing Length 0.63 in 0.63 in BEAM DATA Center Span Length 11 ft 4 � N :,... Vim :.. Unbraced Length-Top 0 ft 11 ft =g 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 Adiusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 61 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Left Live Load 159 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Dead Load 173 plf Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Right Live Load 159 plf Comp.-t-to Grain: Fc--L= 625 psi Fc- L'= 625 psi Right Dead Load 173 plf Controlling Moment: 5949 ft-lb Load Start 0 ft 5.5 Ft from left support of span 2(Center Span) Load End 11 ft Created by combining all dead loads and live loads on span(s)2 Load Length 11 ft Controlling Shear: 2163 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: 81.59 in3 82.73 in3 Area(Shear): 19.09 in2 52.25 in2 Moment of Inertia(deflection): 181.19 in4 392.96 in4 Moment: 5949 ft-lb 6032 ft-lb Shear: 2163 lb 5922 lb Page Project:22141A FOUR D CONST Patrick J.Burke Location:M24-FRENCH DRS HDR AT DENT._ Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U ft((C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] a..a,Ir 5s"' PORTLAND,OR 97266 3.5 IN x 9.25 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:05 AM Section Adequate By:236.1% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.01 IN U5326 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 578 lb 578 lb Dead Load 578 lb 578 lb Total Load 1156 lb 1156 lb Bearing Length 0.53 in 0.53 in w BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft Oft B Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 289 plf #2-Douglas-Fir-Larch Uniform Dead Load 282 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 578 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 1156 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1156 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: Req'd Provided Section Modulus: 12.84 in3 49.91 in3 Area(Shear): 9.63 in2 32.38 in2 Moment of Inertia(deflection): 10.4 in4 230.84 in4 Moment: 1156 ft-lb 4492 ft-lb Shear: -1156 lb 3885 lb Page Project:22141A FOUR D CONST :'tPatrick Burke Location:M25-BM OVER FRONT PORCH Iowa; Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 8 U l 1 C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] t2'M, %PORTLAND,OR 97266 3.5 IN x 9.25 IN x 6.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:05 AM Section Adequate By:340.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6238 Dead Load 0.01 in Total Load 0.02 IN L/3717 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 374 lb 374 lb Dead Load 254 lb 254 lb Total Load 627 lb 627 lb Bearing Length 0.29 in 0.29 in BEAM DATA Center W Span Length 6.5 ft Unbraced Length-Top 0 ft A 6.5 ft Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 115 plf #2-Douglas-Fir-Larch Uniform Dead Load 71 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 193 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod.of Elasticity: Emin= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 1019 ft-lb 3.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 627 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: Rea'd Provided Section Modulus: 11.33 in3 49.91 in3 Area(Shear): 5.23 in2 32.38 in2 Moment of Inertia(deflection): 14.91 in4 230.84 in4 Moment: 1019 ft-lb 4492 ft-lb Shear: 627 lb 3885 lb Project:22141A FOUR D CONST page Patrick J. Burke Location:M26-WINDOW HDR AT GUEST BATHri>=,! Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U K I(C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] ,:q°1°"' %PORTLAND,OR 97266 3.5 IN x 3.5 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:05 AM Section Adequate By:29.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U1191 Dead Load 0.05 in Total Load 0.09 IN L/537 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 280 lb 280 lb Dead Load 341 lb 341 lb Total Load 621 lb 621 lb TR1 Bearing Length 0.28 in 0.28 in w BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft A Oft B Unbraced Length-Bottom 4 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 3 plf Bending Stress: Fb= 900 psi Fb'= 1350 psi Total Uniform Load 53 plf Cd=1.00 CF=1.50 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 100 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 158 plf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 100 plf Comp.1 to Grain: Fc- = 625 psi Fc-1'= 625 psi Right Dead Load 158 plf Controlling Moment: 621 ft-lb Load E 0 ft Load End 4 ft 2.0 Ft from left support of span 2(Center Span) Load Length 4 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 621 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: 5.52 in3 7.15 in3 Area(Shear): 5.18 in2 12.25 in2 Moment of Inertia(deflection): 5.59 in4 12.51 in4 Moment: 621 ft-lb 804 ft-lb Shear: 621 lb 1470 lb page Project:22141A FOUR D CONST Randy Voeller • Location:M27-REAR GREAT RM WIN.HDR(4 PT BRG)(REV 5-2-16) Alan Mascord Design Multi Loaded Multi Span Beam 2187 NW Reed St Suite 100 of [2009 International Building Code(2005 NDS)] I ,e _Portland OR 97210 5.5 IN x 9.5 IN x 9.99 FT(3.3+3.3+3.3) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.6 5/2/2016 10:44:35 AM Section Adequate By:60.4% Controlling Factor:Shear DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.01 IN U6778 0.00 IN UMAX 0.00 IN L/8515 Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.01 IN U4857 0.00 IN UMAX 0.01 IN L/6256 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B C_ Live Load 3278 lb 3821 lb 3757 lb 1722 lb Dead Load 1658 lb 1693 lb 1788 lb 726 lb Total Load 4936 lb 5514 lb 5545 lb 2448 lb TR1 TR1 Bearing Length 1.44 in 1.60 in 1.61 in 0.71 in w w w BEAM DATA Left Center Right „ Span Length 3.33 ft 3.33 ft 3.33 ft :; . ,,,. ... W .:w Unbraced Length-Top O ft O ft O ft 3.33 ft 3.33 ft 3.33 ft Unbraced Length-Bottom 3.33 ft 3.33 ft 3.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Left Center Right MATERIAL PROPERTIES Uniform Live Load 380 plf 380 plf 380 plf #2-Douglas-Fir-Larch Uniform Dead Load 95 plf 95 plf 95 plf Base Values Adjusted Beam Self Weight 11 plf 11 plf 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 486 plf 486 plf 486 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi POINT LOADS-LEFT SPAN Cd=1.00 Load Number One Live Load 3573 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 2098 lb Comp. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Location 0.67 ft Controlling Moment: 3179 ft-lb CENTER SPAN 0.67 Ft from left support of span 1 (Left Span) Load Number CENTER One Created by combining all dead loads and live loads on span(s)1,3 Live Load 709 lb Controlling Shear: 3692 lb Dead Load 417lb At a distance d from left support of span 1 (Left Span) Location 0.66 7 ft Created by combining all dead loads and live loads on span(s)1,3 RIGHT SPAN Load Number One Comparisons with required sections: Req'd Provided Live Load 867 lb Section Modulus: 43.6 in3 82.73 in3 Dead Load 340 lb Area(Shear): 32.57 in2 52.25 in2 Location 2.5 ft Moment of Inertia(deflection): 20.87 in4 392.96 in4 TRAPEZOIDAL LOADS-CENTER SPAN Moment: 3179 ft-lb 6032 ft-lb Load Number One Shear: 3692 lb 5922 lb Left Live Load 450 plf NOTES Left Dead Load 344 plf Right Live Load 450 plf Right Dead Load 344 plf Load Start 0.67 ft Load End 3.33 ft Load Length 2.66 ft RIGHT SPAN Load Number One Left Live Load 450 plf Left Dead Load 344 plf Right Live Load 450 plf Right Dead Load 344 plf Load Start 0 ft Load End 3 ft Load Length 3 ft L page Project:22141A FOUR D CONST Patrick J. Burke Location: U1-WINDOW HDR AT BR. 2 1 Burke Drawings, Inc. Multi-Loaded Multi-Span Beam b U R CC C 7040 S.E.118TH DR or [2012 International Building Code(2012 NDS)] A "11(%PORTLAND,OR 97266 5.5 IN x 9.25 IN x 6.34 FT(3.2+3.2) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:06 AM Section Adequate By:52.7% Controlling Factor:Shear DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.00 IN UMAX 0.00 IN UMAX Dead Load 0.00 in 0.00 in Total Load 0.00 IN UMAX 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B C 1 Live Load 440 lb 3468 lb 735 lb Dead Load 216 lb 2203 lb 391 lb Total Load 655 lb 5671 lb 1126 lb Bearing Length 0.19 in 1.65 in 0.33 in TR2 W REAM DATA Center Right __._. ..__..---z";,'”,,.41;:-t7;-:'-',7.. .#"=" ......_.. . '... Span Length 3.17 ft 3.17 ft Unbraced Length-Top O ft O ft A 3.17 ft 3.17 ft C Unbraced Length-Bottom 3.17 ft 3.17 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Right MATERIAL PROPERTIES Uniform Live Load 0 plf 530 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf 353 plf Base Values 6iR.1§191Beam Self Weight 11 plf 11 plf Bending Stress: Fb= 750 psi Fb'= 749 psi Total Uniform Load 11 plf 894 plf Cd=1.00 CI=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 2066 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 1214 lb Min. Mod.of Elasticity: E_mjn= 470 ksi E_mjn'= 470 ksi Location 2.5 ft Comp.1toGrain: Fc--1-= 625 psi Fc--1-'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: -1513 ft-lb Load Number One Two Over right support of span 2(Center Span) Left Live Load 100 plf 530 plf Created by combining all dead loads and live loads on span(s)2,3 Left Dead Load 68 plf 353 plf Controlling Shear: -3776 lb Right Live Load 100 plf 530 plf 3.0 Ft from left support of span 2(Center Span) Right Dead Load 68 plf 353 plf Created by combining all dead loads and live loads on span(s)2,3 Load Start 0 ft 2.5 ft Load End 2.5 ft 3.17 ft Comparisons with required sections: Req'd Provided Load Length 2.5 ft 0.67 ft Section Modulus: 24.25 in3 78.43 in3 Area(Shear): 33.32 in2 50.88 in2 Moment of Inertia(deflection): 8.09 in4 362.75 in4 Moment: -1513 ft-lb 4894 ft-lb Shear: -3776 lb 5766 lb Project:22141A FOUR D CONST page Patrick J. Burke Location: U2-WINDOW HDR AT MASTER : Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 6 liR(S C 7040 S.E. 118TH DR or [2012 International Building Code(2012 NDS)] MN)°i%PORTLAND,OR 97266 5.5 IN x 7.5 IN x 9.67 FT(3.2+3.3+3.2) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/10/2015 9:53:06 AM Section Adequate By:49.5% Controlling Factor:Moment DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.00 IN UMAX 0.01 IN U5226 0.00 IN UMAX Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.00 IN L/9715 0.01 IN U3518 0.00 IN L/8168 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B C D Live Load 736 lb 2864 lb 2118 lb 166 lb 1 Dead Load 369 lb 1847 lb 1228 lb -20 lb t Total Load 1105 lb 4711 lb 3346 lb 146 lb Uplift(1.5 F.S) 0 lb 0 lb 0 lb -256 lb Bearing Length 0.32 in 1.37 in 0.97 in 0.04 in w TR1 BEAM DATA Left Center Right ,. . __.. m Span Length 3.17 ft 3.33 ft 3.17 ft3.17 ft 3.33 ft 3.17 ft--- Unbraced Length-Top O ft O ft O ft LJ Unbraced Length-Bottom 3.17 ft 3.33 ft 3.17 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Left Center Right Uniform Live Load 530 plf 0 plf 100 plf MATERIAL PROPERTIES Uniform Dead Load 353 plf 0 plf 68 plf #2-Douglas-Fir-Larch Beam Self Weight 9 plf 9 plf 9 plf Base Values Adjusted Total Uniform Load 892 plf 9 plf 177 plf Bending Stress: Fb= 750 psi Fb'= 750 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 170 psi Fv'= 170 psi Live Load 2053 lb Cd=1.00 Dead Load 1206 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Location 2 ft Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.1 to Grain: Fc--I-= 625 psi Fc-1'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 2156 ft-lb Left Live Load 530 plf 100 plf 2.0 Ft from left support of span 2(Center Span) Left Dead Load 353 plf 68 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 530 plf 100 plf Controlling Shear: 2768 lb Right Dead Load 353 plf 68 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) 1,2 Load End 2 ft 3.33 ft Load Length 2 ft 1.33 ft Comparisons with required sections: Read Provided Section Modulus: 34.49 in3 51.56 in3 Area(Shear): 24.42 in2 41.25 in2 Moment of Inertia(deflection): 13.32 in4 193.36 in4 Moment: 2156 ft-lb 3223 ft-lb Shear: 2768 lb 4675 lb