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Specifications s- t lam/ 2- A A L A N E . P. E DESIGNASSOCIATES, INC . OPTION PLAN 22199 PFC 2 2 2015 81111 rye >i r FOR FOUR D CONST . RESID NC (TRUSS ROOF DESIGN) GRAVITY LOADS BASED ON AFPA NDS-12 FLOOR - 40# LIVE, 10# DEAD ROOF - 25# SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING - 20# LIVE, 10# DEAD DECKS - 40# LIVE, 10# DEAD EXITS/STAIRS - 50# TOTAL LOAD BEAM CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.Reed St.Suite 4100 PORTLAND,OR. 97210 page Project:22199 FOUR D CONST Patrick J. Burke Location: FT1-FOOTING AT SIDE GARAGE Burke Drawings,Inc. Footing 6 U R It C 7040 S.E. 118TH DR of [2009 International Building Code(2012 NDS)] °ft°W1°C'10t PORTLAND,OR 97266 Footing Size:3.51 FT x 3.51 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C.ENV/(5)min. StruCalc Version 9.0.2.4 12/11/2015 5:31:19 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.51 ft Length: L= 3.51 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 5.5 in 12 in Column Depth: n= 5.5 in FOOTING CALCULATIONS 3 in Bearing Calculations: 3.61 ft Ultimate Bearing Pressure: Qu= 1347 psf 6.6 in Effective Allowable Soil Bearing Pressure: Oe= 1350 psf Required Footing Area: Areq= 12.29 sf Area Provided: A= 12.32 sf Baseplate Bearing: Bearing Required: Bear= 24099 Ib 12 in Allowable Bearing: Bear-A= 83566 Ib Fl- Beam Beam Shear Calculations(One Way Shear): T Beam Shear: Vu1 = 7329 Ib 3 in Allowable Beam Shear: Vc1 = 26062 Ib Punching Shear Calculations(Two Way Shear): 3.61 ft Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 21531 Ib FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 Ib Live Load: PL= 10456 Ib Allowable Punching Shear(ACI 11-36): vc2-b= 136125 Ib Dead Load: PD= 6141 Ib Allowable Punching Shear(ACI 11-37): vc2-c= 68063 Ib Total Load: PT= 16597 Ib Controlling Allowable Punching Shear: vc2= 68063 Ib Ultimate Factored Load: Pu= 24099 Ib Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1191 Ib Factored Moment: Mu= 126880 in-Ib Nominal Moment Strength: Mn= 419720 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.66 in Steel Required Based on Moment: As(1)= 0.29 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.91 in2 Controlling Reinforcing Steel: As-reqd= 0.91 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 18.06 in NOTES Project:22199 FOUR D CONST Paye Patrick J.Burke Location: FT2-MAIN FOOTING AT GARAGE BY STAIRS �� Burke Drawings, Inc. Footing B U R n C 7040 S.E. 118TH DR [2009 International Building Code(2012 NDS)] ��DWim�.ioc PORTLAND,OR 97266 Footing Size:3.34 FT x 3.34 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C.E/W/(5)min. StruCalc Version 9.0.2.4 12/11/2015 5:31:19 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.34 ft Length: L= 3.34 ft F 5.6 In Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood 12 in Column Width: m= 5.5 in n n n n n Column Depth: n= 5.5 in 3In FOOTING CALCULATIONS 3.34 ft Bearing Calculations: Ultimate Bearing Pressure: Qu= 1304 psf F 5.5In—I Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 10.77 sf Area Provided: A= 11.16 sf Baseplate Bearing: Bearing Required: Bear= 21121 Ib 12 in Allowable Bearing: Bear-A= 83566 Ib Q n n n n Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 6213 Ib 3 in Allowable Beam Shear: Vc1 = 24800 Ib Punching Shear Calculations(Two Way Shear): 3.3a ft Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 18635 Ib FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 Ib Live Load: PL= 9164 Ib Allowable Punching Shear(ACI 11-36): vc2-b= 136125 Ib Dead Load: PD= 5382 Ib Allowable Punching Shear(ACI 11-37): vc2-c= 68063 Ib Total Load: PT= 14546 Ib Controlling Allowable Punching Shear: vc2= 68063 Ib Ultimate Factored Load: Pu= 21121 Ib Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1078 Ib Factored Moment: Mu= 105815 in-Ib Nominal Moment Strength: Mn= 418833 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.69 in Steel Required Based on Moment: As(1)= 0.24 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.87 in2 Controlling Reinforcing Steel: As-reqd= 0.87 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 17.04 in NOTES page Project:22199 FOUR D CONST Patrick J.Burke / , Q Location: FT3-FOOTING UNDER REAR PORCH POST Burke Drawings, Inc. Footing B_U R(S C 7040 S.E. 118TH DR or [2009 International Building Code(2012 NDS)] °Rawnc'.io PORTLAND,OR 97266 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. StruCalc Version 9.0.2.4 12/11/2015 5:31:19 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 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= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS F--5.6 in Bearing Calculations: Ultimate Bearing Pressure: Qu= 1245 psf Effective Allowable Soil Bearing Pressure: Oe= 1350 psf Required Footing Area: Areq= 6.57 sf Area Provided: A= 7.13 sf Baseplate Bearing: 12 in Bearing Required: Bear= 12882 Ib Allowable Bearing: Bear-A= 83566 Ib ° " ° -T- Beam Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 3124 lb Allowable Beam Shear: Vc1 = 19825 lb Punching Shear Calculations(Two Way Shear): 2.67 n Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 10510 Ib FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 Ib Live Load: PL= 5589 Ib Allowable Punching Shear(ACI 11-36): vc2-b= 136125 Ib Dead Load: PD= 3283 Ib Allowable Punching Shear(ACI 11-37): vc2-c= 68063 Ib Total Load: PT= 8872 Ib Controlling Allowable Punching Shear: vc2= 68063 Ib Ultimate Factored Load: Pu= 12882 Ib Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 689 Ib Factored Moment: Mu= 51592 in-Ib Nominal Moment Strength: Mn= 335055 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.69 in Steel Required Based on Moment: As(1)= 0.12 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.69 in2 Controlling Reinforcing Steel: As-reqd= 0.69 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. NOTES Project:22199 FOUR D CONST page HPORTLAND, Patrick J.BurkeLocation:M1-BM ACROSS FRONT 1/2 GAR UNDER GAMES RM DRMR Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 7040 S.E. 118TH DR [2009 International Building Code(2012 NDS)] OR 97266 3.5 IN x 11.5 IN x 9.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:19 PM Section Adequate By:42.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN U2053 Dead Load 0.04 in Total Load 0.09 IN U1176 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1139 Ib 1139 Ib Dead Load 849 Ib 849 Ib Total Load 1988 Ib 1988 Ib Bearing Length 0.91 in 0.91 in BEAM DATA Center Span Length 9 ft Unbraced Length-Top 0 ft -9ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 253 plf #2-Douglas-Fir-Larch Uniform Dead Load 180 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 442 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi 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: 4472 ft-Ib 4.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1988 Ib 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: 54.21 in3 77.15 in3 Area(Shear): 16.56 in2 40.25 in2 Moment of Inertia(deflection): 90.55 in4 443.59 in4 Moment: 4472 ft-Ib 6365 ft-Ib Shear: 1988 lb 4830 lb NOTES page Project:22199 FOUR D CONST Patrick J. Burke / 4�n Location:M10-SMALL BM BTWN GREAT RM/DINING �: °° . Burke Drawings,Inc. Multi-Loaded Multi-Span Beam 6 U R!L C 7040 S.E. 118TH DR or [2009 International Building Code(2012 NDS)] �Rawin"i° PORTLAND,OR 97266 3.125 INx10.5INx8.OFT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:19 PM Section Adequate By:76.5% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN U883 Dead Load 0.03 in Total Load 0.14 IN L1700 Live Load Deflection Criteria:0360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 2450 Ib 2605 ib Dead Load 642 Ib 680 ib Total Load 3092 Ib 3285 Ib Bearing Length 1.52 in 1.62 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft 8 n Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.03 Notch Depth 0.00 Uniform Live Load 0 pif Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 7 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by. Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 570 plf 660 plf Cd=1.00 Left Dead Load 143 plf 165 pif Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 570 plf 660 plf Cd=1.00 Right Dead Load 143 plf 165 pif Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft 2.5 ft Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load End 2.5 ft 8 ft Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Length 2.5 ft 5.5 ft Controlling Moment: 6481 ft-lb 4.08 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3285 Ib 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: 32.41 in3 57.42 in3 Area(Shear): 18.59 int 32.81 in2 Moment of Inertia(deflection): 122.89 in4 301.46 in4 Moment: 6481 ft-Ib 11484 ft-Ib Shear: -3285 lb 5797 lb NOTES Project:22199 FOUR D CONST pass * Patrick J.Burke Location:M11-BM BTWN GREAT RM/DINING L�„ Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U R I(C 7040 S.E. 118TH DR [2009 International Building Code(2012 NDS)] PORTLAND,OR 97266 5.125 IN x 10.5 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:19 PM Section Adequate By:44.0% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.37 IN U519 Dead Load 0.11 in Total Load 0.49 IN U396 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1037 Ib 2262 Ib 1 Dead Load 358 Ib 679 Ib Total Load 1395 Ib 2941 Ib Bearing Length 0.42 in 0.88 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft 16ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.11 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 pif 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 2450 Ib Cd=1.00 Dead Load 642 Ib Shear Stress: Fv= 265 psi Fv'= 265 psi Location 12 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.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 11140 ft-Ib 12.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2940 Ib 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: 55.7 in3 94.17 in3 Area(Shear): 16.64 in2 53.81 in2 Moment of Inertia(deflection): 343.26 in4 494.4 in4 Moment: 11140 ft-Ib 18834 ft-lb Shear: -2940 lb 9507 lb NOTES Project:22199 FOUR D CONST aese Patrick J.Burke Location:M12-LAUNDRY RM WINDOW HDR Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 6 V R t<C 7040 S.E. 118TH DR or [2009 International Building Code(2012 NDS)] °eaWm°'iac PORTLAND,OR 97266 3.5 INx9.25INx3.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:19 PM Section Adequate By:25.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U5279 Dead Load 0.00 in Total Load 0.01 IN U3276 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1913 Ib 1401 Ib Dead Load 1173 Ib 872 Ib Total Load 3086 Ib 2273 Ib Bearing Length 1.41 in 1.04 in BEAM DATA Cente47r Span Length 3 ft Unbraced Length-Top 0 ft 3 ft Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 160 plf #2-Douglas-Fir-Larch Uniform Dead Load 120 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 287 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 2066 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1213 Ib Comp.-L to Grain: Fc-1= 625 psi Fc--L'= 625 psi Location 1 ft Controlling Moment: 2867 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 1.02 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 79 plf 344 plf Controlling Shear: 3086 lb Left Dead Load 47 plf 202 plf At left support of span 2(Center Span) Right Live Load 79 plf 344 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 47 plf 202 plf Load Start 0 ft 1 ft Comparisons with required sections: Read Provided Load End 1 ft 3 ft Section Modulus: 31.85 in3 49.91 in3 Load Length 1 ft 2 ft Area(Shear): 25.71 in2 32.38 in2 Moment of Inertia(deflection): 16.91 in4 230.84 in4 Moment: 2867 ft-Ib 4492 ft-Ib Shear: 30861b 38851b NOTES Project:22199 FOUR D CONST Peas Patrick J.Burke Location:M16-SIDE BM AT REAR PATIO DJPORTLAND, Burke Drawings,Inc. Multi-Loaded Multi-Span Beam 7040 S.E. 118TH DR [2009 International Building Code(2012 NDS)] OR 97266 5.125 INx10.5INx12.OFT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:19 PM Section Adequate By:76.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN U872 Dead Load 0.15 in Total Load 0.31 IN U462 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1890 Ib 1890 Ib Dead Load 1678 Ib 1678 Ib Total Load 3568 Ib 3568 Ib Bearing Length 1.07 in 1.07 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft 12ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.15 Uniform Live Load 53 plf Notch Depth 0.00 Uniform Dead Load 13P If MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 78 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 262 plf Cd=1.00 Left Dead Load 255 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 262 plf Cd=1.00 Right Dead Load 255 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 12 ft Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Length 12 ft Controlling Moment: 10704 ft-ib 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: -3568 Ib 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: 53.52 in3 94.17 in3 Area(Shear): 20.2 in2 53.81 in2 Moment of Inertia(deflection): 256.85 in4 494.4 in4 Moment: 10704 ft-Ib 18834 ft-ib Shear: -3568 lb 9507 lb NOTES page Project:22199 FOUR D CONST Patrick J. Burke / Location:M17-BM AT REAR PATIO � r {. Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 6 U R IL C 7040 S.E. 118TH DR or [2009 International Building Code(2012 NDS)] °Ranii 1°` PORTLAND,OR 97266 5.125 IN x 12.0 IN x 12.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:19 PM Section Adequate By:23.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN U674 Dead Load 0.13 in Total Load 0.34 IN U419 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 2622 Ib 3293 Ib Dead Load 1615 Ib 2011 Ib Total Load 4237 Ib 5304 Ib TRI Bearing Length 1.27 in 1.59 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft �2n Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Camber Adj.Factor 0 UNIFORM LOADS Center Camber Required 0 Notch Depth 0.00 Uniform Live Load 240 plf Uniform Dead Load 60 pif MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 313 plf Base Values Adousted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by. Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 2640 Ib Cd=1.00 Dead Load 1551 Ib 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 E_min'= 930 ksi Load Number One Two Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Left Live Load 0 pif 79 plf Left Dead Load 80 pif 47 pif Controlling Moment: 19966 ft-lb Right Live Load 0 plf 79 plf 6.96 Ft from left support of span 2(Center Span) Right Dead Load 80 plf 47 pif Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 7 ft Controlling Shear: -5303 Ib Load End 12 ft 12 ft At right support of span 2(Center Span) Load Length 12 ft 5 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 99.83 in3 123 in3 Area(Shear): 30.02 in2 61.5 in2 Moment of Inertia(deflection): 422.37 in4 738 in4 Moment: 19966 ft-Ib 24600 ft-Ib Shear: -5303 lb 108651b NOTES Project:22199 FOUR D CONST pees Patrick J.Burke / Location:M18-HDR OVER WDWS @DINING(4 PT BRG HDR) HPORTLAND, Burke Drawings,Inc. Multi-Loaded Multi-Span Beam 7040 S.E. 118TH DR [2009 International Building Code(2012 NDS)] OR 97266 3.5 IN x 9.25 IN x 10.5 FT(3.5+3.5+3.5) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:19 PM Section Adequate By:2.9% Controlling Factor:Shear DEFLECTIONS ]eft Center Rigor LOADING DIAGRAM Live Load 0.00 IN UMAX 0.00 IN UMAX 0.01 IN U4374 Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.00 IN UMAX 0.00 IN U9543 0.01 IN U3013 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Q D I Live Load 567 Ib 2081 ib 4071 Ib 1643 Ib Dead Load 230 Ib 865 Ib 2205 Ib 775 Ib Total Load 797 Ib 2946 Ib 6276 Ib 2418 lb Bearing Length 0.36 in 1.35 in 2.87 in 1.11 in BEAM DATA Left Center Riaht TRI TR1 Span Length 3.5 ft 3.5 ft 3.5 ft -=7* Unbraced Length-Top O ft O ft O ft 3.6 ft 3.6 ft 3.6 ft Unbraced Length-Bottom 3.5 ft 3.5 ft 3.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Left Center Riaht MATERIAL PROPERTIES Uniform Live Load 0 plf 383 plf 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf 305 plf 0 plf Base Values A ' sted Beam Self Weight 7 plf 7 plf 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 7 plf 695 plf 7 plf Cd=1.00 CF=1.20 POINT LOADS-RIGHT SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 2049 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1203 Ib Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 2 ft Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi TRAPEZOIDAL LOADS-LEFT SPAN Controlling Moment: 3157 ft-Ib Load Number One Two 1.99 Ft from left support of span 3(Right Span) Left Live Load 320 plf 0 plf Created by combining all dead loads and live loads on span(s)1,3 Left Dead Load 80 plf 80 plf Controlling Shear: 3776 Ib Right Live Load 320 plf 0 pif At left support of span 3(Right Span) Right Dead Load 80 pif 80 pif Created by combining all dead loads and live loads on span(s)2,3 Load Start 0 ft 0 ft Load End 3.5 ft 3.5 ft Comparisons with required sections: Read Provided Load Length 3.5 ft 3.5 ft Section Modulus: 35.08 in3 49.91 in3 CENTER SPAN Area(Shear): 31.47 in2 32.38 in2 Load Number One Moment of Inertia(deflection): 19 in4 230.84 in4 Left Live Load 320 plf Moment: 3157 ft-Ib 4492 ft-ib Left Dead Load 80 plf Shear: 3776 Ib 3885 Ib Right Live Load 320 plf NOTES Right Dead Load 80 plf Load Start 0 ft Load End 3.5 ft Load Length 3.5 ft RIGHT SPAN Load Number One Two Left Live Load 320 plf 383 plf Left Dead Load 80 plf 305 plf Right Live Load 320 plf 383 plf Right Dead Load 80 plf 305 plf Load Start 0 ft 0 ft Load End 3.5 ft 2 ft Load Length 3.5 ft 2 ft page Project:22199 FOUR D CONST Patrick J.Burke / Location:M19-WINDOW HDR AT KITCHEN �:�> Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U ft(t C 7040 S.E. 118TH DR or [2009 International Building Code(2012 NDS)] i' PORTLAND,OR 97266 3.5 INx9.5INx4.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:19 PM Section Adequate By:64.4% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U4221 Dead Load 0.01 in Total Load 0.02 IN U2749 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1580 Ib 1580 Ib Dead Load 846 Ib 846 Ib Total Load 2426 Ib 2426 Ib Bearing Length 1.11 in 1.11 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft -4ft Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 380 plf #2-Douglas-Fir-Larch Uniform Dead Load 95 plf Base Values AdA lusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 482 plf Cd=1.00 CF=1.20 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 410 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 321 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 410 plf Comp.-L to Grain: Fc-1= 625 psi Fc--L = 625 psi Right Dead Load 321 plf Controlling Moment: 2426 ft-lb Load Start 0 ft 2.0 Ft from left support of span 2(Center Span) Load End 4 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft Controlling Shear: -24261b 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: 26.96 in3 52.65 in3 Area(Shear): 20.22 in2 33.25 in2 Moment of Inertia(deflection): 21.83 in4 250.07 in4 Moment: 2426 ft-Ib 4738 ft-Ib Shear: -2426 lb 39901b NOTES . page II' Project:22199 FOUR D CONST Patrick J.Burke Location:M2-BM'S OVER FRONT 1/2 GAR UNDER GAMES RM DRMR Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U R!(C 7040 S.E. 118TH DR I�f3.10� [2009 International Building Code(2012 NDS)] PORTLAND,OR 97266 I 5.5 IN x 11.5 IN x 10.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:19 PM Section Adequate By:26.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN U1340 Dead Load 0.08 in Total Load 0.18 IN U706 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 1 REACTIONS A B Live Load 1816 Ib 1401 Ib Dead Load 1516 Ib 1314 Ib Total Load 3332 Ib 2715 Ib Bearing Length 0.97 in 0.79 in BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft 10.5ft Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 53 plf #2-Douglas-Fir-Larch Uniform Dead Load 13 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Total Uniform Load 80 plf Cd=1.15 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 196 psi Load Number gpg Cd=1.15 Live Load 1139 Ib Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 849 Ib Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Location 2 ft Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 8033 ft-Ib Load Number One 4.62 Ft from left support of span 2(Center Span) Left Live Load 179 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 200 plf Controlling Shear: 3332 Ib Right Live Load 179 plf At left support of span 2(Center Span) Right Dead Load 200 plf Created by combining all dead loads and live loads on span(s)2 Load Start 2 ft Load End 10.5 ft Comparisons with required sections: Read Provided Load Length 8.5 ft Section Modulus: 95.79 in3 121.23 in3 Area(Shear): 25.56 in2 63.25 in2 Moment of Inertia(deflection): 237.09 in4 697.07 in4 Moment: 8033 ft-Ib 10166 ft-Ib Shear: 33321b 8244 lb NOTES Project:22199 FOUR D CONST page � Patrick J.Burke Location:M20-SIDE BM AT FRONT PORCH NEAR STUDY Burke Drawings,Inc. Multi-Loaded Multi-Span Beam 6 U R C 7040 S.E. 118TH DR or [2009 International Building Code(2012 NDS)] � ' PORTLAND,OR 97266 5.5 INx11.5INx18.OFT(4+14) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:19 PM Section Adequate By: 149.9% Controlling Factor:Moment DEFLECTIONS Left Center LOADING DIAGRAM Live Load -0.07 IN 201296 0.08 IN U2072 Dead Load -0.04 in 0.05 in Total Load -0.11 IN 20862 0.14 IN U1242 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:0240 REACTIONS A B Live Load 984 Ib 595 Ib Dead Load 818 Ib 455 Ib Total Load 1802 Ib 1050 Ib Bearing Length 0.52 in 0.31 in BEAM DATA Left in Span Length 4 ft 14 ft Unbraced Length-Top 0 ft 0 ft 4ft 14ft Unbraced Length-Bottom 4 ft 14 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Left Center MATERIAL PROPERTIES Uniform Live Load 85 plf 85 plf #2-Douglas-Fir-Larch Uniform Dead Load 57 plf 57 plf Base Values Adausted Beam Self Weight 14 plf 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 156 plf 156 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-L to Grain: Fc-1= 625 psi Fc--L'= 625 psi Controlling Moment: 3537 ft-Ib 7.28 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1179 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Read Provided Section Modulus: 48.51 in3 121.23 in3 Area(Shear): 10.4 in2 63.25 in2 Moment of Inertia(deflection): 194.01 in4 697.07 in4 Moment: 3537 ft-Ib 8840 ft-lb Shear: 1179 lb 7168 lb NOTES Project:22199 FOUR D CONST page * Patrick J.Burke Location:M21-BM ACROSS FRONT PORCH LtBurke Drawings, Inc. Multi-Loaded Multi-Span Beam 6 U R li C 7040 S.E. 118TH DR [2009 International Building Code(2012 NDS)] ��' � PORTLAND,OR 97266 5.5 INx11.5INx17.OFT(4+ 13) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:19 PM Section Adequate By: 193.4% Controlling Factor:Moment DEFLECTIONS ]_eft Center LOADING DIAGRAM Live Load -0.06 IN 2U1618 0.06 IN U2588 Dead Load -0.03 in 0.04 in Total Load -0.09 IN 2U1120 0.10 IN U1575 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 945 lb 553 Ib Dead Load 786 lb 416 Ib Total Load 1731 Ib 969 Ib Bearing Length 0.50 in 0.28 in BEAM DATA Left Center Span Length 4 ft 13 ft Unbraced Length-Top 0 ft 0 ft 4ft A 13ft Unbraced Length-Bottom 4 ft 13 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Left Center MATERIAL PROPERTIES Uniform Live Load 85 plf 85 plf #2-Douglas-Fir-Larch Uniform Dead Load 57 plf 57 plf Base Values Adjusted Beam Self Weight 14 plf 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 156 plf 156 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi FV= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-L to Grain: Fc-1= 625 psi Fc--L = 625 psi Controlling Moment: 3013 ft-Ib 6.76 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1108 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Read Provided Section Modulus: 41.32 in3 121.23 in3 Area(Shear): 9.78 in2 63.25 in2 Moment of Inertia(deflection): 155.13 in4 697.07 in4 Moment: 3013 ft-Ib 8840 ft-lb Shear: 1108 lb 7168 lb NOTES Project:22199 FOUR D CONST page HPORTLAND, Patrick J. Burke Location:M22-BM OVER ENTRY PORCH(STUDY SIDE) Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 7040 S.E. 118TH DR[2009 International Building Code(2012 NDS)] OR 97266 5.5 INx11.5INx8.OFT(2+6) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:19 PM Section Adequate By:268.5% Controlling Factor:Moment DEFLECTIONS Left Center LOADING DIAGRAM Live Load -0.01 IN 21J4620 0.01 IN L/7538 Dead Load -0.01 in 0.01 in Total Load -0.02 IN 21J3042 0.02 IN U4606 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B t Live Load 1238 Ib 688 Ib Dead Load 930 Ib 475 Ib Total Load 2168 Ib 1163 Ib Bearing Length 0.63 in 0.34 in BEAM DATA Left Center Span Length 2 ft 6 ft Unbraced Length-Top 0 ft 0 ft Eft Unbraced Length-Bottom 2 ft 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Left Center MATERIAL PROPERTIES Uniform Live Load 170 plf 0 pif #2-Douglas-Fir-Larch Uniform Dead Load 114 plf 0 plf Base Values Admusted Beam Self Weight 14 pif 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 298 plf 14 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 553 Ib Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 416 Ib Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Location 2.25 ft Comp.-L to Grain: Fc-1= 625 psi Fc--L'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 2399 ft-Ib Load Number One Two 2.28 Ft from left support of span 2(Center Span) Left Live Load 170 plf 159 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 114 plf 106 plf Controlling Shear: 1573 Ib Right Live Load 170 plf 159 plf At left support of span 2(Center Span) Right Dead Load 114 plf 106 plf Created by combining all dead loads and live loads on span(s)1,2 Load Start 0 ft 2 ft Load End 2 ft 6 ft Comparisons with required sections: Read Provided Load Length 2 ft 4 ft Section Modulus: 32.9 in3 121.23 in3 Area(Shear): 13.88 in2 63.25 in2 Moment of Inertia(deflection): 54.98 in4 697.07 in4 Moment: 2399 ft-lb 8840 ft-Ib Shear: 15731b 71681b NOTES Project:22199 FOUR D CONST Paas HPORTLAND, Patrick J.Burke Location:M23-BM OVER ENTRY PORCH(GARAGE SIDE) Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 7040 S.E. 118TH DR [2009 International Building Code(2012 NDS)] OR 97266 5.5INx 11.5 IN x9.0 FT(2+7) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:20 PM Section Adequate By:420.6% Controlling Factor:Moment DEFLECTIONS Left Center LOADING DIAGRAM Live Load -0.01 IN 205180 0.01 IN U8290 Dead Load 0.00 in 0.01 in Total Load -0.01 IN 203564 0.02 IN 05167 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 984 Ib 595 Ib Dead Load 739 Ib 410 Ib Total Load 1723 Ib 1005 Ib Bearing Length 0.50 in 0.29 in BEAM DATA Uft Center Span Length 2 ft 7 ft Unbraced Length-Top 0 ft 0 ft 2ft 7ft Unbraced Length-Bottom 2 ft 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Left Center MATERIAL PROPERTIES Uniform Live Load 170 plf 170 plf #2-Douglas-Fir-Larch Uniform Dead Load 114 pif 114 plf Base Values A ousted Beam Self Weight 14 plf 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 298 plf 298 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 1698 ft-Ib 3.64 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1127 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Read Provided Section Modulus: 23.29 in3 121.23 in3 Area(Shear): 9.94 in2 63.25 in2 Moment of Inertia(deflection): 48.44 in4 697.07 in4 Moment: 1698 ft-Ib 8840 ft-lb Shear: 1127 lb 7168 Ib NOTES Project:22199 FOUR D CONST ase Patrick J.Burke Location:M3-16/0 O.H.GARAGE DR HDR Burke Drawings,Inc. Multi-Loaded Multi-Span Beam D U R it C 7040 S.E. 118TH DR or [2009 International Building Code(2012 NDS)] oRawme;.mc;.,oc PORTLAND,OR 97266 5.125 INx12.0INx16.OFT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:20 PM Section Adequate By:40.9% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.31 IN U620 Dead Load 0.26 in Total Load 0.57 IN U338 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 2650 Ib 2650 Ib 2 Dead Load 2180 Ib 2180 Ib Total Load 4830 Ib 4830 Ib Bearing Length 1.45 in 1.45 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft tee Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.26 Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 13 pif 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 1816 Ib 1816 Ib Cd=1.00 Dead Load 1516 Ib 1516 Ib Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3 ft 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 E_min'= 930 ksi Load Number One Two Three Comp.-L to Grain: Fc-1= 650 psi Fc--L'= 650 psi Left Live Load 163 pif 69 pif 163 pif Left Dead Load 109 plf 46 pif 109 pif Controlling Moment: 14809 ft-Ib Right Live Load 163 pif 69 pif 163 pif 8.0 Ft from left support of span 2(Center Span) Right Dead Load 109 pif 46 plf 109 pif Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 3 ft 13 ft Controlling Shear: 4830 Ib Load End 3 ft 13 ft 16 ft At left support of span 2(Center Span) Load Length 3 ft loft 3 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 74.04 in3 123 in3 Area(Shear): 27.34 in2 61.5 in2 Moment of Inertia(deflection): 523.67 in4 738 in4 Moment: 14809 ft-Ib 24600 ft-Ib Shear: 4830 lb 10865 lb NOTES Project:22199 FOUR D CONST page * Patrick J. Burke Location:M4-MAIN GARAGE BM. Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U K l(C 7040 S.E. 118TH DR [2009 International Building Code(2012 NDS)] PORTLAND,OR 97266 5.5 INx24.0INx22.OFT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:20 PM Section Adequate By:33.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.44 IN U602 Dead Load 0.23 in Total Load 0.67 IN U393 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 10581 Ib 9364 Ib 2 Dead Load 6016 Ib 5181 Ib Total Load 16597 Ib 14545 Ib Bearing Length 4.64 in 4.07 in TRI TR3 BEAM DATA Center Span Length 22 ft Unbraced Length-Top 0 ft 22 ft Unbraced Length-Bottom 22 ft Live Load Duration Factor 1.15 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.23 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 29 plf 24F-V4-Visually Graded Western Species Total Uniform Load 29 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2545 psi Live Load 5031 Ib 4397 Ib Cd=1.15 Cv=0.92 Dead Load 2 Shear Stress: Fv= 265 psi Fv'= 305 psi Ib Ib Cd=1 15 Location 6..225 5 ft 166.25.25 ft 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.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Left Live Load 681 plf 380 plf 428 plf Left Dead Load 421 plf 95 plf 252 plf Controlling Moment: 84011 ft-Ib Right Live Load 681 plf 380 plf 428 pif 9.24 Ft from left support of span 2(Center Span) Right Dead Load 421 plf 95 plf 252 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 6.25 ft 16.25 ft Controlling Shear: 16597 Ib Load End 6.25 ft 16.25 ft 22 ft At left support of span 2(Center Span) Load Length 6.25 ft loft 5.75 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 396.1 in3 528 in3 Area(Shear): 81.69 in2 132 in2 Moment of Inertia(deflection): 3870.19 in4 6336 in4 Moment: 84011 ft-Ib 111988 ft-Ib Shear: 165971b 26818 lb NOTES Project:22199 FOUR D CONST page * Patrick J. Burke Location:M5-BM BTWN GARAGE/STORAGE 1 Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U K I(C 7040 S.E. 118TH DR or [2009 International Building Code(2012 NDS)] oRawinc;.r PORTLAND,OR 97266 5.5 INx11.5INx11.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:20 PM Section Adequate By:57.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN U1222 Dead Load 0.03 in Total Load 0.15 IN U938 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1495 Ib 1495 Ib Dead Load 453 Ib 453 Ib Total Load 1948 Ib 1948 Ib Bearing Length 0.57 in 0.57 in BEAM DATA Center "MIN Span Length 11.5 ft Unbraced Length-Top 0 ft tt.se Unbraced Length-Bottom 11.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 260 plf #2-Douglas-Fir-Larch Uniform Dead Load 65 plf Base Values A 'usted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 339 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 5599 ft-Ib 5.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1948 Ib 12.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 76.79 in3 121.23 in3 Area(Shear): 17.18 in2 63.25 in2 Moment of Inertia(deflection): 205.29 in4 697.07 in4 Moment: 5599 ft-Ib 8840 ft-Ib Shear: -1948 lb 7168 lb NOTES Project:22199 FOUR D CONST page HPORTLAND, Patrick J.Burke Location:M6-MULT JSTS BY STAIRS Burke Drawings,Inc. Multi-Loaded Multi-Span Beam 7040 S.E. 118TH DR [2009 International Building Code(2012 NDS)] OR 97266 (2)1.5 IN x 11.25 IN x 11.17 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:20 PM Section Adequate By:430.9% 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 0.02 IN U5450 Dead Load 0.01 in Total Load 0.04 IN U3803 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:0240 REACTIONS A B Live Load 223 lb 223 Ib Dead Load 97 Ib 97 Ib Total Load 320 Ib 320 Ib Bearing Length 0.17 in 0.17 in BEAM DATA Center Span Length 11.17 ft Unbraced Length-Top 0 ft 11.17 ft Unbraced Length-Bottom 11.17 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 57 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 894 ft-Ib 5.59 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -320 lb 11.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Emid Provided Section Modulus: 11.92 in3 63.28 in3 Area(Shear): 2.67 int 33.75 in2 Moment of Inertia(deflection): 23.51 in4 355.96 in4 Moment: 894 ft-Ib 4746 ft-Ib Shear: -320 lb 4050 lb NOTES page Project:22199 FOUR D CONST NJ Patrick J. Burke Location:M7-BM ACROSS FOYERBurke Drawings, Inc. Multi-Loaded Multi-Span Beam 7040 S.E. 118TH DR[2009 International Building Code(2012 NDS)] PORTLAND,OR 97266 3.5 IN x 11.25 IN x 8.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:20 PM Section Adequate By: 12.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN 01284 Dead Load 0.02 in Total Load 0.10 IN U977 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:0240 REACTIONS A B Live Load 2034 Ib 1479 Ib Dead Load 586 Ib 556 Ib Total Load 2620 Ib 2035 Ib Bearing Length 1.20 in 0.93 in BEAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft 8.6 ft Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values A 'usted 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 223 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 97 Ib Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 5.5 ft Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 5418 ft-Ib Load Number One Two 4.16 Ft from left support of span 2(Center Span) Left Live Load 500 plf 180 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 125 plf 95 plf Controlling Shear: 2620 Ib Right Live Load 500 plf 180 plf At left support of span 2(Center Span) Right Dead Load 125 plf 95 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 5.5 ft Load End 5.5 ft 8.5 ft Comparisons with required sections: Read Provided Load Length 5.5 ft 3 ft Section Modulus: 65.67 in3 73.83 in3 Area(Shear): 21.83 in2 39.38 in2 Moment of Inertia(deflection): 116.43 in4 415.28 in4 Moment: 5418 ft-Ib 6091 ft-Ib Shear: 2620 lb 4725 lb NOTES Project:22199 FOUR D CONST page HPORTLAND, Patrick J.Burke Location:M8-DR HDR AT STUDY Burke Drawings,Inc. Multi-Loaded Multi-Span Beam 7040 S.E. 118TH DR [2009 International Building Code(2012 NDS)] OR 97266 3.5 INx9.25INx5.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:20 PM Section Adequate By:27.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U2352 Dead Load 0.01 in Total Load 0.03 IN U1718 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 946 Ib 1353 Ib Dead Load 409 Ib 527 Ib Total Load 1355 Ib 1880 Ib Bearing Length 0.62 in 0.86 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft s ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 53 plf #2-Douglas-Fir-Larch Uniform Dead Load 63 plf Base Values Adousted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 123 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 2034 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 586 Ib Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 3 ft Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 3513 ft-Ib 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: -1880 Ib 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: R= Provided Section Modulus: 39.03 in3 49.91 in3 Area(Shear): 15.66 in2 32.38 in2 Moment of Inertia(deflection): 35.33 in4 230.84 in4 Moment: 3513 ft-Ib 4492 ft-Ib Shear: -1880 lb 3885 Ib NOTES page Project:22199 FOUR D CONST / 4� Patrick J.Burke Location: M9-BM.ACROSS PANTRY � >l Burke Drawings, Inc. Multi-Loaded Multi-Span Beam D U K I(C 7040 S.E. 118TH DR or [2009 International Building Code(2012 NDS)] �rtaWi°C'' PORTLAND,OR 97266 3.5 IN x 7.25 IN x 5.67 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:20 PM Section Adequate By: 1035.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN UMAX Dead Load 0.00 in Total Load 0.01 IN U7945 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 113 Ib 113 Ib Dead Load 72 Ib 72 Ib Total Load 185 Ib 185 Ib Bearing Length 0.08 in 0.08 in BEAM DATA Center Span Length 5.67 ft Unbraced Length-Top 0 ft 6.67 ft Unbraced Length-Bottom 5.67 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 20 plf Base Values Ad'us ed Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 66 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 263 ft-Ib 2.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -186 Ib 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rau Provided Section Modulus: 2.7 in3 30.66 in3 Area(Shear): 1.55 in2 25.38 int Moment of Inertia(deflection): 3.36 in4 111.15 in4 Moment: 263 ft-Ib 2989 ft-Ib Shear: -186 Ib 3045 lb NOTES Project:22199 FOUR D CONST page Patrick J.Burke Location:STUDS AT STAIRSHPORTLAND, Burke Drawings,Inc. Column 7040 S.E. 118TH DR of [2009 International Building Code(2012 NDS)] OR 97266 1.5 INx5.5INx18.OFT@12 O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:20 PM Section Adequate By: 12.7% DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 1.06 IN=U203 Live Load Deflection Criteria: 0180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 324 Ib `` Dead Load: Vert-DL-Rxn= 248 Ib B Total Load: Vert-TL-Rxn= 572 Ib HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 135 Ib Total Reaction at Bottom of Column: TL-Rxn-Bottom= 135 Ib COLUMN DATA Total Column Length: 18 ft Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 0 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 raft Lateral Load Duration Factor(Wind/Seismic) 1.33 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 1019 psi Cd=1.33 Ch1.10 Cp=0.52 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1790 psi Cd=1.33 CF=1.30 Cr-1.15 C1=1.00 Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1790 psi Cd=1.33 CF=1.30 Cr-1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi A Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi AXIAL LOADING Column Section(X-X Axis): dx= 5.5 in Live Load: PL= 324 plf Column Section(Y-Y Axis): dy= 1.5 in Dead Load: PD= 216 plf Area: A= 8.25 in2 Column Self Weight: CSW= 32 plf Section Modulus(X-X Axis): Sx= 7.56 in3 Total Load: PT= 572 plf Section Modulus(Y-Y Axis): Sy= 2.06 in3 Slenderness Ratio: Lex/dx= 19.64 LATERAL LOADING (Dy Face) Ley/dy= 0 Uniform Lateral Load: wL-Lat= 15 psf Column Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Actual Compressive Stress: Fc= 30 psi Allowable Compressive Stress: Fc'= 1019 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-Ib Moment Due to Lateral Loads(X-X Axis): Mx= 608 ft-Ib Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-Ib Bending Stress Lateral Loads Only(X-X Axis): Fbx= 964 psi Allowable Bending Stress(X-X Axis): Fbx'= 1790 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1790 psi Combined Stress Factor: CSF= 0.55 NOTES page Project:22199 FOUR D CONST / w� Patrick J. Burke Location:U1-WINDOW HDR AT MASTER BATH Burke Drawings, Inc. Multi-Loaded Multi-Span Beam D U I(C 7040 S.E. 118TH DR or [2009 International Building Code(2012 NDS)] i°si 1°` PORTLAND,OR 97266 3.5 INx9.5INx5.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:20 PM Section Adequate By: 154.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U4615 Dead Load 0.01 in Total Load 0.02 IN U2869 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 925 Ib 925 Ib Dead Load 563 Ib 563 Ib Total Load 1488 Ib 1488 Ib Bearing Length 0.68 in 0.68 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft 5ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 370 plf #2-Douglas-Fir-Larch Uniform Dead Load 218 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 595 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.-L to Grain: Fc-1= 625 psi Fc--L'= 625 psi Controlling Moment: 1860 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: 1488 Ib 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: 20.67 in3 52.65 in3 Area(Shear): 12.4 in2 33.25 in2 Moment of Inertia(deflection): 20.92 in4 250.07 in4 Moment: 1860 ft-Ib 4738 ft-lb Shear: 1488 lb 3990 lb NOTES Project:22199 FOUR D CONST page Patrick J.Burke / Location: U2-WINDOW HDR AT BR.2 �� •• Burke Drawings,Inc. Multi-Loaded Multi-Span Beam B U R f(C 7040 S.E. 118TH DR [2009 International Building Code(2012 NDS)] °°W '°� PORTLAND,OR 97266 3.5 IN x 5.5 IN x 6.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:20 PM Section Adequate By:52.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN U1142 Dead Load 0.04 in Total Load 0.11 IN L/704 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 429 lb 429 Ib Dead Load 267 lb 267 lb Total Load 696 lb 696 lb Bearing Length 0.32 in 0.32 in BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft 6.6 ft Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Cente MATERIAL PROPERTIES Uniform Live Load 132 plf #2-Douglas-Fir-Larch Uniform Dead Load 78 plf Base Values sed Beam Self Weight 4 pff Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 214 pff Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 1131 ft-Ib 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: -696 Ib 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 11.6 in3 17.65 in3 Area(Shear): 5.8 in2 19.25 in2 Moment of Inertia(deflection): 16.54 in4 48.53 in4 Moment: 1131 ft-Ib 1720 ft-Ib Shear: -696 lb 2310 lb NOTES page , Project:22199 FOUR D CONST / HPORTLAND, Patrick J. Burke Location: U3-MSTR BR. REAR WIN. HDR(FULL SPAN) Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 7040 S.E. 118TH DR[2009 International Building Code(2012 NDS)] OR 97266 3.125 INx10.5INx10.OFT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.4 12/11/2015 5:31:20 PM Section Adequate By:29.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN U642 Dead Load 0.11 in Total Load 0.30 IN U400 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B t Live Load 2023 Ib 2614 Ib Dead Load 1229 lb 1577 Ib Total Load 3252 Ib 4191 Ib Bearing Length 1.60 in 2.06 in BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft 10n Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.11 Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 7 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 1374 lb Cd=1.00 Dead Load 807 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 8.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.J-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Left Live Load 370 plf 79 plf Controlling Moment: 8885 ft-lb Left Dead Load 218 plf 47 plf 5.5 Ft from left support of span 2(Center Span) Right Live Load 370 plf 79 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 219 plf 47 plf Controlling Shear: -4191 Ib Load Start 0 ft 8.5 ft At right support of span 2(Center Span) Load End 8.5 ft loft Created by combining all dead loads and live loads on span(s)2 Load Length 8.5 ft 1.5 ft Comparisons with required sections: Read Provided Section Modulus: 44.42 in3 57.42 in3 Area(Shear): 23.72 in2 32.81 in2 Moment of Inertia(deflection): 180.94 in4 301.46 in4 Moment: 8885 ft-Ib 11484 ft-Ib Shear: -4191 Ib 57971b NOTES