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Specifications (18) ,, /145M01Ce Get 5-' 12. z L -1 S /44e-r-(97c__ : ALA N DESIGNii......0•0000eif A S S O C I A TES, INC . OPTION PLAN 1245 FOR INC .WINDWOOD HOMES) (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 CALCULATION S ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.Reed St.Suite#100 PORTLAND,OR. 97210 page Project: 1245 windwood homes ��Patrick J.Burke r Burke Drawings, Inc. Location:oFl FTG AT FRONT ENTRY/BR.#3 CLOSET SIDE HIM I� C 7040 S.E.118TH DR of Footing min' %PORTLAND,OR 97266 [2012 International Building Code(2012 NDS)] • Footing Size:2.83 FT x 2.83 FT x 12.00 IN StruCalc Version 9.0.2.5 4/21/2016 4:23:08 PM Reinforcement:#4 Bars @ 6.00 IN.O.C.EM!1(5)min. 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= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS H-5.5 in 1 Bearing Calculations: 1309 psf Ultimate Bearing Pressure: Qu= T Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.76 sf Area Provided: A= 8.01 sf � !, Baseplate Bearing: 12 in Bearing Required: Bear= 15094 lb Allowable Bearing: Bear-A= 83566 lb Sin Beam Shear Calculations(One Way Shear): Vu1 = 3880 lb _ J y Beam Shear: Allowable Beam Shear: Vc1 = 21013 lb 2.83 ft — — Punching Shear Calculations(Two Way Shear): 55 in Critical Perimeter: Bo= Punching Shear Vu2= 12620 lb FOOTING LOADING vc2-a= 102094 lb Live Load: PL= 6289 lb Allowable Punching Shear(ACI 11-35): Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 4193 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 10482 lb Controlling Allowable Punching Shear: vc2= 68063 lb UlWeight to ate Factored duLolift Load: 1.5 F.S.: P R.= 15094 lb 4 lb Bending Calculations: Factored Moment: Mu= 64074 in-lb Nominal Moment Strength: Mn= 281825 in-lb Reinforcement Calculations: 0.54 in Concrete Compressive Block Depth: a Steel Required Based on Moment: As(1)= 0.22 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.82 in2 Controlling Reinforcing Steel: As-reqd= 0.82 in2 Selected Reinforcement: #4's @ 6.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: 15 in Development Length Required: Ld= Development Length Supplied: Ld-sup= 13.98 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES 5 Project: 1245 windwood homes page DR Location:F2-FTG AT REAR LIVING/DINING/PORCH INSIDE CORNER .°11 Patrick J. Burke FootingBurke Drawings, Inc. 6 U I R 7040 S.E. 118TH [2012 International Building Code(2012 NDS)) t41411". or PORTLAND,OR 97266 Footing Size:3.167 FT x 3.167 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.2.5 Section Footing Design Adequate 4/21/2016 4:23:08 PM FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs= 1500 psf LOADING DIAGRAM — Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.17 ft Length: L= 3.17 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1233 psf 5.5 in Effective Allowable Soil Bearing Pressure: Qe= 1350 psfI Required Footing Area: Areq= 9.16 sf T Area Provided: A= 10.03 sf Baseplate Bearing: Bearing Required: Bear= 17810 lb 12 in G Allowable Bearing: Bear-A= 83566 lb Beam Shear Calculations(One Way Shear): Beam Shear: VU = 5039 lb T Allowable Beam Shear. _ I_ 3 in Punching Shear Calculations(Two Way Shear): Vc1 23515 Ib 3.167 ft Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 15479 lb Allowable Punching Shear(ACI 11-35): FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb 094 lb ea Load: PL= 7421 lb D Allowable Punching Shear(ACI 11-37): vc2-c= Dead Load: PD= 4947 lb Controlling Allowable Punching Shear: vc2= 68063 lb Total Load: PT= 12368 lb Bending Calculations: 68063 lb Ultimate Factored Load: Pu= 17810 lb Factored Moment: Weight to resist uplift w/1.5 F.S.: U.R. = 970 lb the Mn= 8460684in-lb Nominal Moment Strength: Mn= 282847 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 in Steel Required Based on Moment: Min.Code Req'd Reinf. Shrink./Temp.(ACI-10.5.4 :As(2)= 0.29in2 Controlling Reinforcing Steel: (ACI-10.5.4): = 0.911 in2 As-recd= 0.91 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 16 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES page Project: 1245 windwood homes Patrick Bu / r Burke DrawingsJ. rke,Inc. Location:M1 -DINING 1 KIT OPN'G BM B U R R� 7040. S.E. 118TH DR °f Multi-Loaded Multi-Span Beam b�UIC 1. PORTLAND,OR 97266 [2012 International Building Code(2012 NDS)] 5.125 IN x 12.0 IN x 13.0 FT StruCalc Version 9.0.2.5 4/21/2016 4:23:08 PM 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 13.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN 11583 Dead Load 0.22 in Total Load 0.49 IN L/318 Live Load Deflection Criteria:11360 Total Load Deflection Criteria: 1/240 REACTIONS A B Live Load 3773 lb 2891 lb i 2 s 4 Dead Load 3121 lb 2533 lb x 4 Total Load 6894 lb 5424 lb Bearing Length 2.07 in 1.63 in w BEAM DATA Center : ... _ _ -- _ _ 7 II Span Length 13 ft1s ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 13 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.22 Uniform Live Load 195 plf Notch Depth 0.00 Uniform Dead Load 210 plf MATERIAL PROPERTIES Beam Self Weight 13 plf Total Uniform Load 418 plf 24F-V4-Visually Graded Western Species Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three Four Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 1273 lb 952 lb 952 lb 952 lb Cd_=1.00 Dead Load 849 lb 634 lb 634 lb 634 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft 3.5 ft 6.5 ft 9.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1-to Grain: Fc--I-= 650 psi Fc-1-'= 650 psi Controlling Moment: 21665 ft-lb 6.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6894 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: 108.32 ani Provided 23 n3 Section Modulus: Area(Shear): 39.02 in2 61.5 in2 Moment of Inertia(deflection): 557.61 in4 738 in4 Moment: 21665 ft-lb 24600 ft-lb Shear 6894 lb 10865 lb NOTES page Project: 1245 windwood homes m,,,--7 , Location:M10-16/0 GAR DR HDR Patrick J. Burke Multi-Loaded Multi-Span Beam .�'� Burke Drawings, Inc. / d�� [2012 International Building Code(2012 NDS)] 6 7040 S.E. 118TH DR 5.125 IN x 9.0 IN x 16.0 FT aaPORTLAND,OR 97266 °' 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 Section Adequate By:7.5% 4/21/2016 4:23:08 PM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.43 IN L/445 LOADING DIAGRAM Dead Load 0.31 in Total Load 0.74 IN U258 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1312 lb 1312 lb Dead Load 952 lb 952 lb Total Load 2264 lb 2264 lb Bearing Length 0.68 in 0.68 in BEAM DATA Center w Span Length 16 ft Unbraced Length-Top 0 ft Y .. �. _W- _ Unbraced Length-Bottom 16 ft �s f< Live Load Duration Factor 1.00 B Camber Adj. Factor 1 Camber Required 0.31 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 164 plf MATERIAL PROPERTIES Uniform Dead Load 109 plf 24F-V4-Visually Graded Western Species Beam Self Weight 10 plf Total Uniform Load 283 plf Base Values Adjusted, Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265si Cd=1.00 p Modulus of Elasticity: E= 1800 ksi E' 1= 1800 ksi Comp.-I-to Grain: Fc- 650 psi Fc--L'= 650 psi Controlling Moment: 9056 ft-lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2264 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: 45.28 in3 69.19 in3 Area(Shear): 12.82 in2 46.13 in2 Moment of Inertia(deflection): 289.74 in4 311.34 in4 Moment: 9056 ft-lb 13838 ft-lb Shear: -2264 lb 8149 lb NOTES page Project: 1245 windwood homes Patrick J.Burke �, � Burke Drawings, Inc. or Location:M11 -9/0 GAR DR HDR B U��C 7040 S.E. Multi-Loaded Multi-Span Beam bRaaia:.3'`�pORTLA.118TH 9 DR [2012 International Building Code(2012 NDS)] 266 5.5 IN x 7.5 IN x 9.0 FT StruCalc Version 9.0.2.5 4/21/2016 4:23:08 PM #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 12.9% Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.10 IN L11122 Dead Load 0.07 in Total Load 0.17 IN L/652 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACA B8 Live Load 7Ib 73 Dead LoadTIONS 53138 Ib 531 lb lb Total Load 1269 lb 1269 lb Bearing Length 0.37 in 0.37 in w BEAM DATA CenterTuTige ':,: __7i Span Length 9 ft s rc B Unbraced Length-Top 0 ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Center Notch Depth 0.00 UNIFORM LOADS Uniform Live Load 164 plf MATERIALDPROPERTIES Uniform Dead Load 109 plf #2 Douglas-Fir-Larch Ad'usted Beam Self Weight 9 plf Base Values ---1-- Total Uniform Load 282 Of Stress: Fb= 750 psi Fb'= 750 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E 1300 ksi E'= 1300 ksi 1= 625 psi Fc--I'= 625 psi Comp. L to Grain: Fc Controlling Moment: 2855 ft-lb 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: 1269 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: Redd Provided Section Modulus: 45.67 in3 51.56 in3 Area(Shear): 11.19 in2 41.25 in2 Moment of Inertia(deflection): 71.14 in4 193.36 in4 Moment: 2855 ft-lb 3223 ft-lb Shear: 1269 lb 4675 lb NOTES Project: 1245 windwood homes page Location:M12-FOYER FRONT DR ASSEMBLY HDR Patrickkr winBurge Multi-Loaded Multi-Span Beam b U I C Burke Drawings, Inc. 6 U�Ci C 7040 S.E. 118TH DR [2012 International Building Code(2012 NDS)] r4k4Er` PORTLAND,OR 97266 or 5.5 IN x 7.5 IN x 8.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 4/21/2016 4:23:08 PM Section Adequate By:26.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN U1331 Dead Load 0.06 in Total Load 0.13 IN L/774 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 697 lb 697 lb Dead Load 501 lb 501 lb Total Load 1198 lb 1198 lb Bearing Length 0.35 in 0.35 in BEAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft A 8.5 ft v _.. ....,_ Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 164 plf #2-Douglas-Fir-Larch Uniform Dead Load 109 plf Base Values Adiusted Beam Self Weight 9 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 282 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.-L to Grain: Fc- L= 625 psi Fc--L'= 625 psi Controlling Moment: 2546 ft-lb 4.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1198 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: 40.74 in3 51.56 in3 Area(Shear): 10.57 in2 41.25 in2 Moment of Inertia(deflection): 59.93 in4 193.36 in4 Moment: 2546 ft-lb 3223 ft-lb Shear: 1198 lb 4675 lb NOTES page Project: windwohomes J. Location:1245 M13-BM @ od FOYER CLOSET , ;' BurkePatrick DrawingsBurke, Inc. Multi-Loaded Multi-Span Beam BUR(S C 7040 S.E. 118TH DR of bRA'i. ;;t^t. PORTLAND,OR 97266 [2012 International Building Code(2012 NDS)] • 3.5 IN x 5.5 IN x 5.0 FT StruCalc Version 9.0.2.5 4/21/2016 4:23:08 PM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:84.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U1883 Dead Load 0.02 in Total Load 0.05 IN L/1111 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 440 lb 440 lb Dead Load 305 lb 305 lb Total Load 745 lb 745 lb Bearing Length 0.34 in 0.34 in BEAM DATA Center —— �— Span Length 5 ft 5ft B Unbraced Length-Top 0 ft A Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 176 plf #2-Douglas-Fir-Larch Uniform Dead Load 118 plf Base Values Adiusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 298 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.--to Grain: Fc- = 625 psi Fc- I'= 625 psi Controlling Moment: 932 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: 745 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: 9.56 in3 17.65 in3 Area(Shear): 6.21 in2 19.25 in2 Moment of Inertia(deflection): 10.48 in4 48.53 in4 Moment: 932 ft-lb 1720 ft-lb Shear 745 lb 2310 lb NOTES Project: 1245 windwood homes r1 page Location:M14-REAR DINING WINDOW HDR Patrick J. Burke / °qua" Multi-Loaded Multi-Span Beam ��'r> ' Burke Drawings,Inc. [2012 International Building Code(2012 NDS)] 7040 S.E. 118TH DR '?{ PORTLAND,OR 97266 0+ 3.5 IN x 9.25 IN x 8.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 4/21/2016 4:23:08 PM Section Adequate By: 15.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN U1258 Dead Load 0.06 in Total Load 0.14 IN U743 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1084 lb 1084 lb Dead Load 752 lb 752 lb Total Load 1836 lb 1836 lb Bearing Length 0.84 in 0.84 in SEAM DATA Center - _.. Span Length 8.5 ft •—_---m•-- ---------- Unbraced Length-Top 0 ft A s.5 n Ron 'y Unbraced Length-Bottom 8.5 ft B Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 255 plf #2-Douglas-Fir-Larch Uniform Dead Load 170 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 432 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 Comp.-I-to Grain: Fc- L= 625 psi Fc--1-'= 625 psi Controlling Moment: 3902 ft-lb 4.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1836 lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 43.35 in3 49.91 in3 Area(Shear): 15.3 in2 32.38 in2 Moment of Inertia(deflection): 74.61 in4 230.84 in4 Moment: 3902 ft-lb 4492 ft-lb Shear: -1836 lb 3885 lb NOTES Project: 1245 windwood homes page Patrick J.Burke '' Location:M15-KIT.HALL TO UTILITY HDR Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B��S� 7040 S.E. 118TH DR or f [2012 International Building Code(2012 NDS)] •5"UziPORTLAND,OR 97266 3.5 IN x 3.5 IN x 4.0 FT StruCalc Version 9.0.2.5 4/21/2016 4:23:08 PM #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 135.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN 01651 Dead Load 0.02 in Total Load 0.05 IN L/977 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 202 lb 202 lb Dead Load 139 lb 139 lb Total Load 341 lb 341 lb Bearing Length 0.16 in 0.16 in BEAM DATA Center Span Length 4 ft an Unbraced Length-Top 0 ft A Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 101 plf #2-Douglas-Fir-Larch Uniform Dead Load 67 plf Base Values Adjusted Beam Self Weight 3 plf Bending Stress: Fb= 900 psi Fb'= 1350 psi Total Uniform Load 171 plf Cd=1.00 CF=1.50 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Comp.-'-to Grain: Fc- L= 625 psi Fc--1-'= 625 psi Controlling Moment: 341 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: -341 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 3.03 in3 7.15 in3 Area(Shear): 2.84 in2 12.25 in2 Moment of Inertia(deflection): 3.07 in4 12.51 in4 Moment: 341 ft-lb 804 ft-lb Shear: -341 lb 1470 lb NOTES . Project: 1245 windwood homes page Location:M2-LIVING RM PATIO DR HDR , Patrick J. Burke Multi-Loaded Multi-Span Beam "� Burke Drawings, Inc. [2012 International Building Code(2012 NDS)] I)U R is C 7040 S.E. 118TH DR 5.125 INx13.5INx12.0FT �5"�VIN)PIC.,PORTLAND,OR 97266 of 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 4/21/2016 4:23:08 PM Section Adequate By:29.7% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN 01155 Dead Load 0.11 in Total Load 0.23 IN U622 Live Load Deflection Criteria:0600 Total Load Deflection Criteria: L/480 REACTIONS A B 2 3 4 Live Load 2884 lb 2998 lb Dead Load 2494 lb 2618 lb Total Load 5378 lb 5616 lb Bearing Length 1.61 in 1.69 in TR1 BEAM DATA Center w Span Length 12 ft iiAT4...l ... ..Iliti. t_.-..M -� Unbraced Length-Top 0 ft A 12 ft - " """�" Unbraced Length-Bottom 12 ft B Live Load Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.11 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 195 plf MATERIAL PROPERTIES Uniform Dead Load 210 plf 24F-V4-Visually Graded Western Species Beam Self Weight 15 plf Total Uniform Load 420 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Two Three Four Cd=1.00 Live Load 476 lb 952 lb 952 lb 952 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 317 lb 634 lb 634 lb 634 lb Cd=1.00 Location 11 ft 2 ft 5 ft 8 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-I-to Grain: Fc-1-= 650 psi Fc--L'= 650 psi Load Number One Left Live Load 210 plf Controlling Moment: 16897 ft-lb Left Dead Load 193 plf 5.28 Ft from left support of span 2(Center Span) Right Live Load 210 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 193 plf Controlling Shear: -5616 lb Load Start 11 ft At right support of span 2(Center Span) Load End 12 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1 ft Comparisons with required sections: Reo'd Provided Section Modulus: 84.49 in3 155.67 in3 Area(Shear): 31.79 in2 69.19 in2 Moment of Inertia(deflection): 810.27 in4 1050.79 in4 Moment: 16897 ft-lb 31134 ft-lb Shear: -5616 lb 12223 lb NOTES page Project: 1245 windwood homes r�Patrick J.Burke T.-jC, ; Burke Drawings, Inc. Location:M3-REAR PORCH BM 3 U��Z 7040 118TH DR or Multi-Loaded Multi Span Beam ��'..11m;1`x7040ORS.E.S E. OR 97266 [2012 International Building Code(2012 NDS)] 5.125 IN x 10.5 IN x 16.0 FT StruCalc Version 9.0.2.5 4/21/2016 4:23:09 PM 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 10.6% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.42 IN L/454 Dead Load 0.30 in Total Load 0.72 IN U265 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS p+ B Live Load 2040 lb 2040 lb Dead Load 1453 lb 1453 lb Total Load 3493 lb 3493 lb Bearing Length 1.05 in 1.05 in W Center _.. �...__..____ _. ._ BEAM DATA ~- _.v..._ Span Length 16 ft is ft• Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.3 Uniform Live Load 255 plf Notch Depth 0.00 Uniform Dead Load 170 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 437 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 Comp.-I-to Grain: Fc-1= 650 psi Fc—12= 650 psi Controlling Moment: 13973 ft-lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3493 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: 69.87 in3 94.17 in3 Area(Shear): 19.77 in2 53.81 in2 Moment of Inertia(deflection): 447.07 in4 494.4 in4 Moment: 13973 ft-lb 18834 ft-lb Shear: -3493 lb 9507 lb NOTES Project: 1245 windwood homes gr............. page Location:M4-MSIR BR PORCH DR HDR Patrick J. Burke Multi-Loaded Multi-Span Beam Burke Drawings, Inc. [2012 International Building Code(2012 NDS)] Bc iIM 7040 S.E. 118TH DR of 3.5 IN x 7.25 IN x 2.5 FT i PORTLAND,OR 97266 #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 Section Adequate By:29.7% 4/21/2016 4:23:09 PM Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/7879 Dead Load 0.00 in Total Load 0.01 IN U4708 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 597 lb 1405 lb Dead Load 405 lb 943 lb Total Load 1002 lb 2348 lb Bearing Length 0.46 in 1.07 in BEAM DATA Center TRI Span Length 2.5 ft Unbraced Length-Top 0 ft n �... . _cal"_ . Unbraced Length-Bottom 2. ft 2.5 ft Live Load Duration Factor 1.00 B t Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 0 plf Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 6 off Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 1447 lb Comp.1-to Grain: Fc--I-= 625 psi Fc-1'= 625 psi Dead Load 964 lb Location 2 ft Controlling Moment: 1152 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.0 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 252 plf 101 plf Controlling Shear: -2347 lb Left Dead Load 168 plf 67 plf 3.0 Ft from left support of span 2(Center Span) Right Live Load 252 plf 101 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 168 plf 67 plf Load Start 0 ft 2 ft Comparisons with required sections: Req'd Provided Load End 2 ft 2.5 ft Section Modulus: 11.81 in3 30.66 in3 Load Length 2 ft 0.5 ft Area(Shear): 19.56 in2 25.38 in2 Moment of Inertia(deflection): 5.67 in4 111.15 in4 Moment: 1152 ft-lb 2989 ft-lb Shear: -2347 lb 3045 lb NOTES page Project: 1245 windwood homes A It& Patrick J.Burke Location:M5-FOYER/LIVING RM BM rd>lt-- Burke Drawings,Inc.B U K I(C 7040 S.E. 118TH DR of Multi-Loaded Multi Span Beam a ' rP' '%PORTLAND,OR 97266 12012 International Building Code(2012 NDS)] 5.5 IN x 9.5 IN x 8.5 FT StruCalc Version 9.0.2.5 4/21/2016 4:23:09 PM #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 19.8% Controlling Factor:Moment pEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1353 Dead Load 0.05 in Total Load 0.13 IN L/796 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1394 lb 1394 lb Dead Load 975 lb 975 lb Total Load 2369 lb 2369 lb Bearing Length 0.69 in 0.69 in w Center n_ .. _....... BEAM DATA ` " Span Length 8.5 ft ss n Unbraced Length-Top 0 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 328 plf #2-Douglas-Fir-Larch Uniform Dead Load 218 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 557 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.-I-to Grain: Fc-1= 625 psi Fc-1-'= 625 psi Controlling Moment: 5033 ft-lb 4.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2369 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: 6R03dn3 Provided 82.7n3 Section Modulus: Area(Shear): 20.9 in2 52.25 in2 Moment of Inertia(deflection): 118.46 in4 392.96 in4 Moment: 5033 ft-lb 6032 ft-lb Shear: 2369 lb 5922 lb NOTES Project: 1245 windwood homes page Location:M6-KIT.BM O/OVEN&REF. RECESS > Patrick J. Burke Multi-Loaded Multi-Span Beam :'fin Burke Drawings, Inc. 6 U Ct C 7040 S.E. 118TH DR (2012 International Building Code(2012 NDS)] b �P"'"T"PORTLAND,OR 97266 or 3.125 IN x 7.5 IN x 10.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 4/21/2016 4:23:09 PM Section Adequate By:8.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.23 IN L/518 Dead Load 0.16 in Total Load 0.39 IN U306 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 522 lb 1582 lb Dead Load 375 lb 1083 lb Total Load 897 lb 2665 lb Bearing Length 0.44 in 1.31 in BEAM DATA Center TR2 Span Length 10 ft Unbraced Length-Top 0 ft A Unbraced Length-Bottom 10 ft B Live Load Duration Factor 1.00 Camber Adj. Factor 0 Camber Required p UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 5 plf 24F-V4-Visually Graded Western Species Total Uniform Load 5 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Cd=1.00 Live Load 1319 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 880 lb Cd=1.00 Location 7.5 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp. L to Grain: Fc- = 650 psi Fc--L'= 650 psi Load Number One Two Left Live Load 25 plf 239 plf Controlling Moment: 5401 ft-lb Left Dead Load 17 plf 160 plf 7.5 Ft from left support of span 2(Center Span) Right Live Load 25 plf 239 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 17 plf 160 plf Controlling Shear: -2666 lb Load Start 0 ft 7.5 ft At right support of span 2(Center Span) Load End 7.5 ft 10 ft Created by combining all dead loads and live loads on span(s)2 Load Length 7.5 ft 2.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 27.01 in3 29.3 in3 Area(Shear): 15.09 in2 23.44 in2 Moment of Inertia(deflection): 86.14 in4 109.86 in4 Moment: 5401 ft-lb 5859 ft-lb Shear: -2666 lb 4141 lb NOTES page Project: 1245 windwood homes . Patrick J.Burke ^ , Location:M7-FRONT PORCH BM 'tai"' Burke Drawings,Inc. Multi-Loaded Multi-Span Beam El U K IC C 7040 S.E. 118TH DR of a t17 41c PORTLAND,OR 97266 [2012 International Building Code(2012 NDS)] 3.5 IN x 7.25 IN x 10.0 FT StruCalc Version 9.0.2.5 4/21/2016 4:23:09 PM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:6.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN L/753 Dead Load 0.13 in Total Load 0.29 IN L1421 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 630 lb 630 lb Dead Load 498 lb 498 lb Total Load 1128 lb 1128 lb Bearing Length 0.52 in 0.52 in w BEAM DATA Center Span Length 10 ft8... Unbraced Length-Top 0 ft 10ft Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 126 plf #2-Douglas-Fir-Larch Uniform Dead Load 94 plf Base Values Adiusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 226 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.J to Grain: Fc—I-= 625 psi Fc--L'= 625 psi Controlling Moment: 2819 ft-lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1128 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: 28.91 in3 30.66 in3 Area(Shear): 9.4 in2 25.38 in2 Moment of Inertia(deflection): 63.41 in4 111.15 in4 Moment: 2819 ft-lb 2989 ft-lb Shear: 1128 lb 3045 lb NOTES . Project: 1245 windwood homes page Location:M8-9/0 GAR BAY WINDOW HDR # Patrick J. Burke °I Multi-Loaded Multi-Span BeamJ.' Burke Drawings,Inc. [2012 International Building Code(2012 NDS)] t3UfctIC7040 S.E. 118TH DR { 5.5 INx9.5INx6.0FT g 3 %PORTLAND,OR 97266 of �� #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 4/21/2016 4:23:09 PM Section Adequate By:4.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U1635 Dead Load 0.03 in Total Load 0.07 IN U972 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3131 lb 1815 lb Dead Load 2121 lb 1243 lb Total Load 5252 lb 3058 lb Bearing Length 1.53 in 0.89 in BEAM DATA Center TR2 Span Length 6 ft Unbraced Length-Top 0 ft A s.ft . . . - .m„, .. Unbraced Length-Bottom 6 ft B Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Live Load 2463 lb Comp.-L to Grain: Fc- L= 625 psi Fc--I-'= 625 psi Dead Load 1642 lb Location 1 ft Controlling Moment: 5777 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.22 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 88 plf 479 plf Controlling Shear: 5252 lb Left Dead Load 59 plf 319 plf At left support of span 2(Center Span) Right Live Load 88 plf 479 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 59 plf 319 plf Load Start 0 ft 1 ft Comparisons with required sections: Req'd Provided Load End 1 ft 6 ft Section Modulus: 79.23 in3 82.73 in3 Load Length 1 ft 5 ft Area(Shear): 46.34 in2 52.25 in2 Moment of Inertia(deflection): 96.99 in4 392.96 in4 Moment: 5777 ft-lb 6032 ft-lb Shear: 5252 lb 5922 lb NOTES page ir" Project: 1245 windwood homes 'Patrick J.Burke I SGA Location:M9-16/0 GAR BAY SIDE WINDOW HDR T Burke Drawings, Inc. B U R It C 7040 S.E. 118TH DR of Multi-Loaded Multi-Span Beam . . [2012 International Building Code(2012 NDS)] i u4aIr;;LK •PORTLAND,OR 97266 5.5 IN x 9.5 IN x 6.0 FT StruCalc Version 9.0.2.5 4/21/2016 4:23:09 PM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:22.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U1905 Dead Load 0.03 in Total Load 0.06 IN U1132 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B i Live Load 2428 lb 1674 lb Dead Load 1652 lb 1149 lb Total Load 4080 lb 2823 lb Bearing Length 1.19 in 0.82 in TR2 Center ,.._,_e - ---..---__--._--_ BEAM DATA ._e ... ...fi �"i,7. oN m .�77. Span Length 6 ft 6 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 plf Cd=9.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=9.00 Live Load 1619 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 1079 lb Comp.-I-to Grain: Fc-1= 625 psi Fc--I-'= 625 psi Location 1 ft Controlling Moment: 4925 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.52 Ft from left support of span 2(Center Span) Load Number One Two 9 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 59 plf Left Live Load 88 plf 44779 plf Controlling Shear: 4080 lb 9 plf At left support of span 2(Center Span) Right Dead Load 59 plf Right Live Load 88 plf 44779 plf Created by combining all dead loads and live loads on span(s)2 Load Start 9 ft 1 ft 1 ft 6 ft Comparisons with required sections: Reo'd Provided Load Length Load End gth 1 ft 5 ft Section Modulus: 67.54 in3 82.73 in3 Area(Shear): 36 in2 52.25 in2 Moment of Inertia(deflection): 83.34 in4 392.96 in4 Moment: 4925 ft-lb 6032 ft-lb Shear: 4080 lb 5922 lb NOTES , Project: 1245 windwood homes page Location:R1 -FLAT ROOF RFTRS(0/DINING&REAR PORCH) , Patrick J. Burke / Floor Joist - Burke Drawings, Inc. [2012 International Building Code(2012 NDS)] 8 ui am 7040 S.E. 118TH DR or 1.5 IN x 11.25 IN x 15.0 FT(13+2)@ 24 O.C. PORTLAND, OR 97266 #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 4/22/2016 12:44:03 PM Section Adequate By:49.3% Controlling Factor:Deflection DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.11 IN U1383 -0.06 IN 2L/864 Dead Load 0.07 in -0.03 in Total Load 0.19 IN U842 -0.09 IN 2L/538 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 325 lb 433 lb Dead Load 216 lb 294 lb Total Load 541 lb 727 lb Bearing Length 0.58 in 0.78 in SUPPORT LOADS A B Live Load 163 plf 217 plf = - _ _.m= Dead Load 108 plf 147 plf Total Load 271 plf 364 plf is n 211—H MATERIAL PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted JOIST DATA Center Right Bending Stress: Fb= 900 psi Fb'= 1035 psi Span Length 13 ft 2 ft Cd=1.00 CF=1.00 Cr-1.15 Unbraced Length-Top 0 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Unbraced Length-Bottom 0 ft 0 ft Cd=1.00 Floor sheathing applied to top of joists-top of joists fully braced. Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Duration Factor 1.00 Comp.-I-to Grain: Fc-1= 625 psi Fc--L'= 625 psi JOIST LOADING Uniform Floor Loading Center Right Controlling Moment: 1740 ft-lb Live Load LL= 25 psf 25 psf 6.5 Ft from left support of span 2(Center Span) Dead Load DL= 17 psf 17 psf Created by combining all dead loads and live loads on span(s)2 Total Load TL= 42 psf 42 psf Controlling Shear: -559 lb TL Adj. For Joist Spacing wT= 84 plf 84 plf At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Reg'd Provided Section Modulus: 20.18 in3 31.64 in3 Area(Shear): 4.66 in2 16.88 in2 Moment of Inertia(deflection): 119.23 in4 177.98 in4 Moment: 1740 ft-lb 2729 ft-lb Shear: -559 lb 2025 lb NOTES Project: 1245 windwood homes page Patrick J.Burke Location: R2-CLERESTORY WINDOW HDRS 1.111> Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U ft fl 7040 S.E.118TH DR of PORTLAND,OR 97266 12012 International Building Code(2012 NDS)] a�ai�a�.'q! i 3.5 IN x 3.5 IN x 3.0 FT StruCalc Version 9.0.2.5 4/21/2016 4:23:09 PM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:35.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN 01263 Dead Load 0.02 in Total Load 0.05 IN L/748 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 470 lb 470 lb Dead Load 323 lb 323 lb Total Load 793 lb 793 lb Bearing Length 0.36 in 0.36 in BEAM DATACenter _ m Span Length 3 ft s ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 313 plf #2-Douglas-Fir-Larch Uniform Dead Load 213 plf Base Values Adjusted Beam Self Weight 3 plf • Bending Stress: Fb= 900 psi Fb'= 1350 psi Total Uniform Load 529 plf Cd=1.00 CF=1.50 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. L to Grain: Fc- = 625 psi Fc- '= 625 psi Controlling Moment: 595 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: -793 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: Reed Provided Section Modulus: 5.29 in3 7.15 in3 Area(Shear): 6.61 in2 12.25 in2 Moment of Inertia(deflection): 4.01 in4 12.51 in4 Moment: 595 ft-lb 804 ft-lb Shear: -793 lb 1470 lb NOTES