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Specifications (18) "IrtOGG, IAr7t S'ct2 Afil ALAN DESIGN ASSOCIATES, INC . OPTION PLAN 1247A 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 CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.Reed St.Suite#100 PORTLAND,OR. 97210 page Project: 1247A WINDWOOD HOMESPatrick J. Burke Location:Fl -FTG @ FRONT ENTRY FOYER/BATH CORNER To1's .' Burke Drawings, Inc. Footing6 U K I(C 7040 S.E. 118TH DR of tptm:,.glI [2012 International Building Code(2012 NDS)] %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 9.0.2.5 4/20/2016 9:38:50 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'e= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.67 ft Length: L= 2.67 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS ---5.5 in -H Bearing Calculations: — Ultimate Bearing Pressure: Qu= 1290 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.81 sf Area Provided: A= 7.13 sf Baseplate Bearing: 12 in', Bearing Required: Bear= 13244 lb Allowable Bearing: Bear-A= 83566 lb 0 ° `' o Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 3212 lb Allowable Beam Shear: Vc1 = 19825 lb — 2.67e ' Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 10805 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 5518 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 3679 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 9197 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 13244 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 689 lb Factored Moment: Mu= 53041 in-lb Nominal Moment Strength: Mn= 226628 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.18 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.77 in2 Controlling Reinforcing Steel: As-reqd= 0.77 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.02 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES „Project: 1247A WINDWOOD HOMES Location:M1 -OFFICE/GUEST FRONT RONT gpy BM Multi-Span Beam [2012 International Building Code Patrick J. 3.5 IN x 5.5 IN x 7.0 FT (2012 NDS)] T,om Burke Burke #2-Douglas-Fir- g C Drawings, Inc. Page Section Adequate -Dry Use eA K C 7040 S.E. 118TH DR Controllingquate By:63.1% PORTLAND OR 97266 Factor:Moment StruCalc Versionor D FLECTIONS 9.0.2.5 Live Load C-=ntg-r 4/20/2016 Dead Load 0.07 9:38:50 AM IN L/1195 Total Load 0.1205 inN LOADING Live 0.12 IN L/701 DIAGRAM Load Deflection Criteria: —REACTIONS 0360 Total Load Deflection Live Load A B Criteria:L/240 354 lb 354 Ib Dead Load Total Load 249 lb 249 lb Tota ln 603 lb 603 lb 9 Length 0.28 in 0.28 in BEAM�A Span Length Center Unbraced Length-To 7 ft miiimi Unbraced Length-Bottomtt 0 ft Live 7m _ w Load Duration F ft Notch Depth actor 1.00 0.00 .,- __MATERIAL PROPERTIES #2-Doug►as-Fir-Larch UNIFORM LOADS Bending Stress: Base Values Uniform Live Load C mer Fb= Uniform 101 900Ad'usted rn Dead Load plf Shear Stress: Cd=1.00 Psi Fb'' 1170 Beam Self Weight 67 plf CF_ . -130 psi Total U oa Fv= Uniform Load 4 plf Modulus of Cd=1.00 180 Psi Fv'= 172 plf Comp.1 Elasticity: 180 psi P to Grain: E= 1600 Fc- L_ ksi E'= 1600 Controlling625 psi Fc-1'_ ksi 3.5 FMoment: 625 psi from left support 1055 ft-lb Created bypport of span 2(Center Span) combining all dead loads ando Controlling live loads on span(s)right Shear: support of span -603 lb 2 Created by 2(Center Span) combining all dead loads Corn and live loads on span(s)2 Comparisons with required sections: Section Modulus: Area(Shear) R— Provided Moment of Inertia(deflection): 10 82 in3 17.65 in3 Moment: rt a 5.02 in2 19.2 16.61 in4 19.25 int Shear: 48.53 in4 1055 ft-lb 1720 ft-lb NOTES -603 lb 2310 lb Page ,„ 04 Patrick J.Burke or Burke Drawings,Inc' HOMESL iO4 118TH DR Project:12470 WINDWOOD U p 7040 S Drawings, OR 97266 OR LIVING CLG BM atauna,,.S PORTLAND, 50 AM 10-OUTDO 412012016 9:38' 12012 International NI an Beam Multi-Loaded Multi-SP Code(2012 NOS)) StruCatc Version 9.0.2.5 [20121nternationa188 5 FT Species-Dry Use 5.125 IN x 9.0 IN x Western 24F V4-Visually Graded W IAGRAM Inadequate By:57.6% aired 10.47 In. LOADI Section Inadeq Depth Req Controlling Factor:Deflection 1 DE LECTIONS Ce–ntgr --�– ad — 0.85 IN L1262 Live Load 0.61 in Dead Load 1. 1 n L1152 Total Load Total Load Deflection Criteria:L124 0 Live Load Deflection Criteria:LIB 0 REAS _ 1665 lb 1665 lb w - Live Load 1202 lb 1202 lb 2867 lb rr Dead Load 2867 lb : Nr 4. Total Load 0.86 in .. �"*--a-`ry �s.sn Bearing Length 0.86 in Ce�r BEA—pATA 18.5 ft Span Length 0 ft Length-Top 18.5 ft Ce'_--- Unbraced th-Bottom UNIFORM LOADS 180 plf Unbraced 1.00 Uniform Live Load Live Load Duration Factor 1 Uniform Dead Load 120 Of Camber Adj.Factor 0 61 10 Of Required Beam Self Weight 310 plf Camber Req 0.00 Total Uniform Load Notch Depth TIES MA=AL PROPER Western Species Ad•uysted Visually Graded W gases 24F-V4- 2400 psi Controlled by: Fb= Fb't 2400 psi Stress: Fb_cmpr= 1850 psi Bending 265 psi Cd=1.00 265 psi Fv'_ Fv Cd . _ 1800 ksi Shear Stress: _ 1800 ksi E 1,= 650 psi E 650 psi Fc Modulus of Elasticity: Fc--L= Comp.1 to Grain: 13262 ft-lb Controlling Moment: ort of span 2(Center Span) 2 Created9.25 Ft from left supe combining all dead 286d7'b nd live loads on span(s) by Shear: Controlling left sup span 2(Center Span) span(s)2 Created left support of by combining all dead loads and live loads on Pro_ v�d Regd_ 69.19 in3 Comparisons with required sections: 66.31 in3 46 13 in2 Comp 16.23 in2 AreaSection Modulus: 13 in4 Moment(Shear): A90.62 in4311.343838 ft-lb4 13262 ft-lb 8149 lb of Inertia(deflection): 2867 lb M ment: Shear: Shear: NOTES 11111.1.11111.1111111111.1.11111111. Protech 1247q LLocation;M11_ HOMES ocal io 6/p WINDOINS( !2012 Inteded Multi-Span HDRS(TYP DF 3,5 IIV national Building CoCe 4) x 3,5 I echo ougl as F�La0 F�- (2012 NDS)1 Controlligdequate ey 4rch-�ry Ilse j= ', _ Patrick� Burke ng Factor.Morne�f Bur D FLECT/O �� 7p40 SDraw'n9s, Inc Live Load N3 Center PO 0 S 118tH DR Page Dead Load 0.15 /N StruCa/c ND.OR 9726 Total toad 0.10 In L/489 Version 9.0.2.5 6 Liv 25 N L/29p °f Live Load Deflection Criteria;L/360 REq NS A total LDgDl1yG D/qG 4/20/2016 9:38:50 AM Live Dead Load Be aring to Load 209 l 303 b 2 0�Ib Load Deflection Criteria:L/240 l�M BE arin9 Le gth 0 23 I b 512 b Length �M In 0.23 in V b ace Length enter Unbra�d Length To 6 ft Live Load o pDurationBFa to 6 0 1.00 MATERIAL.PRO 0.00 ,. Douglas-Fir-Larch w� Bending Stress: ess: ShearFb Base Values keftililik_____,__UNIPORM Stres : Moduluss Cd,f 0p CF00 psi Fb,`Ad usted Comp.1 E` f 00 psi Fv c Weight elf to Grain; Y 1600 total Uniform Controlling trolling Moore Fc_1 625 ksi E,_ 180 Psi Load 171 p f Controlling Ft b leftsupportspan ft-lbPsi Fc.1,= 62 p ksi Y co of s 5 psi At left ollin Created °f span 2 ning 11 dead /b(Center live o Y combining all(Center Span) n span(s)2 Comparisons ed loads and soma(Shear): with required sections; live loads on span(s)2 Moment:of inertia(deflection): deflectio 6.83 3 Provided Section Shear n): 6.8 int 7.15 in3 NOTES 10.37 in4 12.25 Int '!� 768ft/b 12.51 in4 76 Ib 804 ft-lb 1470 lb page of J Burke Patrick Wings Inc. ,�, �� Burke Dra 118TH DR AM � � 7040 S.E• OR 97266 8:38:50 S �1ai Poc J./ ND 4I2012016 POD HOME WINDOW HDR g 0.21 1247 A WINp EST SIDE SVuCalcVersion oj 2- M2 OFFLarch- .ocaC�on'• ed Multi-Span Building Code(2012 NDS)1 ,Multi-Load ational$ T `OAp1N DIAGRAM `2p121nt5.5114X3pF 3.5114)(5.51140.0 .5 IN xu ias_Fir Larch 4D/ Use #2-Douglas-fir-Larch 0 g 13y• SectionLi AdequateMoment Factor:Controllfn� 0 02 e N 02043 40 D F CTIONS Criteria:LI2 � .^ Load Deflection 1Rz Load 03 in 1N L11222 . Lived`oad Total Lo 0360 Dead � •* " Total Load Deflection Criteria'• iR� B Live Loa NS 8 A 1b 5891 b µ s n REp,CT1 551 1b #_� ''''' Live Load 1463 1b Dead Load 1368 1i 0.67 in Total Load 0.63 in Bearing Length Ce Center Length 3 ft RML ADS 0 Pif 13E1.1"-----8 EAM DATA 0 ft UNIFO Live Load 0 p1f Spa n9th Top 3 ft Uniform peal Load 4 plf Unbraced Length-Bottom 1.00 Uniform If Weight If Unb d Duration actor 0 00 SPAN Beam Live L Load 4 Live L°a Ad'usted Total Uniform .CENTER th Notch DeP PR PERTIES lues 1170 Ps POINT LOA ATERBending AL Stress: Base Va 0 psi Ft,'; Load Number d ti #2-Douglas Fb'- CF,f.30 v: 180 psi Live Load d 6231b Bending stress: Cdr-1,00 180 psi F 1600 ksai Docat on 1LOADS.CENTER SPAN Cd.1 AO _ 625 P TRAPead EZOIDAL.6 O"if 290 Pif Shear Stress.. 1600 5 Psl Fc_1 193 Plf Load Number 214 P Loa Load 43 Pif 280 Of Elasticity Fc s . Load lb Left dive 1 Modulus of deft Dead 214 Of 193 ft L to Grain: 1646 ftIb ds on span(s)2 143 Pif 1.5 Right Live Load it Come (Center live l Rig Dead Load 0 ft a ft Controlling f °Ment' an 2 lCe an live Right D1 5 ft loads left rtofssupport n dead loads d Load Start O ft 1 5 e from combining g 1loa lb spans)2 Load End 1.5 ft Created by an 2(Center Sean) ds on Load Length Cres Shear: and live loads Controlling support of span dead loads proms Comparisons right ombinin9 R-3 17.65 rn3 Created by ctions 16. 2 19.25 int dulusrth required sections.. e 1 .19 in 4 1. 20i4 it 10 Sectio Modulus: 19.53 ft-Ib 2310 Ib Area(Shear)' deflection)' ,1463 lb ft-lb hear: of Inertia l Moment• Shear'• NOj page Project: 1247A WINDWOOD HOMES A. Patrick J. Burke Location:M3-ENTRY PORCH BM alai Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U f Ct t 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] °u`41111''r''(•PORTLAND,OR 97266 5.5 IN x 7.5 IN x 9.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 4/20/2016 9:38:50 AM Section Adequate By:45.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1460 Dead Load 0.05 in Total Load 0.13 IN U840 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 567 lb 567 lb Dead Load 418 lb 418 lb Total Load 985 lb 985 lb Bearing Length 0.29 in 0.29 in BEAM DATA Center Span Length 9 ft ,,, .. �.. • Unbraced Length-Top O ft A 9 ft B Unbraced Length-Bottom 9 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 84 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 219 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--- = 625 psi Controlling Moment: 2217 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: -985 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 35.47 in3 51.56 in3 Area(Shear): 8.69 in2 41.25 in2 Moment of Inertia(deflection): 55.24 in4 193.36 in4 Moment: 2217 ft-lb 3223 ft-lb Shear: -985 lb 4675 lb NOTES page Project: 1247A WINDWOOD HOMES Patrick J.Burke Location:M4-FOYER ENTRY DR HDR .: Burke Drawings, Inc. Multi-Loaded Multi-Span Beam O U R I`C 7040 S.E. 118TH DR or [2012 International Building Code(2012 NDS)] Diairl;PI PORTLAND,OR 97266 5.5 IN x 9.5 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 4/20/2016 9:38:50 AM Section Adequate By:4.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1244 Dead Load 0.05 in Total Load 0.13 IN L/734 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1712 lb 1712 lb Dead Load 1189 lb 1189 lb Total Load 2901 lb 2901 lb Bearing Length 0.84 in 0.84 in BEAM DATA Center Span Length 8 ft _ •;-.F7K-,:"' Unbraced Length-Top 0 ft 8 ft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 428 plf #2-Douglas-Fir-Larch Uniform Dead Load 286 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 725 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.-'-to Grain: Fc-1= 625 psi Fc- L'= 625 psi Controlling Moment: 5803 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2901 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: 79.58 in3 82.73 in3 Area(Shear): 25.6 in2 52.25 in2 Moment of Inertia(deflection): 128.53 in4 392.96 in4 Moment: 5803 ft-lb 6032 ft-lb Shear: -2901 lb 5922 lb NOTES page Project: 1247A WINDWOOD HOMES Patrick J. Burke Location:M5-16/0 GAR DR HDRsiR Burke Drawings, Inc. Multi-Loaded Multi-Span Beam EMU R U 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] DcAtuma,, t.aPORTLAND,OR 97266 5.125 IN x 9.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 4/20/2016 9:38:50 AM Section Adequate By: 16.1% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.40 IN U483 Dead Load 0.29 in Total Load 0.69 IN U279 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1208 lb 1208 lb Dead Load 888 lb 888 lb Total Load 2096 lb 2096 lb Bearing Length 0.63 in 0.63 in w BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft A 16 ft g Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj.Factor 0 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 151 plf Uniform Dead Load 101 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 262 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--L= 650 psi Fc- = 650 psi Controlling Moment: 8384 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: -2096 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: 41.92 in3 69.19 in3 Area(Shear): 11.86 in2 46.13 in2 Moment of Inertia(deflection): 268.24 in4 311.34 in4 Moment: 8384 ft-lb 13838 ft-lb Shear: -2096 lb 8149 lb NOTES page Project: 1247A WINDWOOD HOMES Patrick J.Burke / Location:M6-9/0 GAR DR HDR I L i Burke Drawings, Inc. Multi Loaded Multi Span Beam BU K It C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] MAIM:{°%PORTLAND,OR 97266 5.5 IN x 7.5 IN x 9.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 4/20/2016 9:38:50 AM Section Adequate By:22.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1218 Dead Load 0.06 in Total Load 0.15 IN 0705 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 680 lb 680 lb Dead Load 495 lb 495 lb Total Load 1175 lb 1175 lb Bearing Length 0.34 in 0.34 in w BEAM DATA Center Span Length 9 ft r7,57a.. a_ e. Unbraced Length-Top 0 fts ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 151 plf #2-Douglas-Fir-Larch Uniform Dead Load 101 plf Base Values Adiusted Beam Self Weight 9 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 261 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-1= 625 psi Fc--t-'= 625 psi Controlling Moment: 2642 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: 1174 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 42.27 in3 51.56 in3 Area(Shear): 10.36 in2 41.25 in2 Moment of Inertia(deflection): 65.84 in4 193.36 in4 Moment: 2642 ft-lb 3223 ft-lb Shear: 1174 lb 4675 lb NOTES Project: 1247A WINDWOOD HOMES page � Patrick Burke / Location:M7-KIT/DINING OPN'G HDR LBurke Drawings, Inc. Multi-Loaded Multi-Span Beam B U R I(C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] VaM'gc. PORTLAND,OR 97266 5.125 IN x 9.0 IN x 12.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 4/20/2016 9:38:50 AM Section Adequate By:34.7% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.26 IN L/549 Dead Load 0.18 in Total Load 0.45 IN L/323 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1890 lb 1890 lb Dead Load 1320 lb 1320 lb Total Load 3210 lb 3210 lb Bearing Length 0.96 in 0.96 in w BEAM DATA Center Span Length 12 ft , Unbraced Length-Top 0 ft A 12 rt B Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.18 Uniform Live Load 315 plf Notch Depth 0.00 Uniform Dead Load 210 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 535 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. L to Grain: Fc- = 650 psi Fc- L'= 650 psi Controlling Moment: 9630 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3210 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: Rept! Provided Section Modulus: 48.15 in3 69.19 in3 Area(Shear): 18.17 in2 46.13 in2 Moment of Inertia(deflection): 231.08 in4 311.34 in4 Moment: 9630 ft-lb 13838 ft-lb Shear: 3210 lb 8149 lb NOTES Project: 1247A WINDWOOD HOMES page Patrick J. Burke Location:M8-DINING PATIO DR HDR ,t>t Burke Drawings,Inc. Multi-Loaded Multi-Span Beam B U R V 7040 S.E. 118TH DR or [2012 International Building Code(2012 NDS)] Inc PORTLAND,OR 97266 5.5 IN x 9.5 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 4/20/2016 9:38:50 AM Section Adequate By:31.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN 112262 Dead Load 0.02 in Total Load 0.05 IN U1341 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1286 lb 1442 lb Dead Load 893 lb 993 lb Total Load 2179 lb 2435 lb Bearing Length 0.63 in 0.71 in TR1 BEAM DATA Center Span Length 6 ft .. _ xry , ,. . Unbraced Length-Top 0 ft 6 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 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 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 1366 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 910 lb Comp.-I-to Grain: Fc--t-= 625 psi Fc--L'= 625 psi Location 4 ft Controlling Moment: 4588 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.96 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 302 plf 77 plf Controlling Shear: -2435 lb Left Dead Load 202 plf 50 plf At right support of span 2(Center Span) Right Live Load 302 plf 77 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 202 plf 50 plf Load Start Oft 4 ft Comparisons with required sections: Read Provided Load End 4 ft 6 ft Section Modulus: 62.92 in3 82.73 in3 Load Length 4 ft 2 ft Area(Shear): 21.49 in2 52.25 in2 Moment of Inertia(deflection): 70.34 in4 392.96 in4 Moment: 4588 ft-lb 6032 ft-lb Shear: -2435 lb 5922 lb NOTES page . Project: 1247A WINDWOOD HOMES Patrick J.Burke Location:M9-LIVING RM PATIO DR HDR °_ Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 8 U It(i c 7040 S.E. 118TH DR [2012 International Building Code(2012 NDS)] "1111;in PORTLAND,OR 97266 or 5.125 IN x 13.5 IN x 12.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 4/22/2016 2:15:03 PM Section Adequate By: 7.8% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN U1095 Dead Load 0.09 in Total Load 0.22 IN U647 Live Load Deflection Criteria:L/600 Total Load Deflection Criteria:L/600 REACTIONS A B Live Load 3198 lb 3198 lb Dead Load 2220 lb 2220 lb Total Load 5418 lb 5418 lb TR1 Bearing Length 1.63 in 1.63 in BEAM DATA Center W Span Length 12 ft - wy.mom Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.09 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 353 plf Uniform Dead Load 235 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 603 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: TRAPEZOIDAL LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number ne Cd=1.00 Left Live Load 180 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 120 plf Cd=1.00 Right Live Load 180 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Right Dead Load 120 plf Comp.1 to Grain: Fc-1= 650 psi Fc- = 650 psi Load Start 0 ft Load End 12 ft Controlling Moment: 16254 ft-lb Load Length 12 ft 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: -5418 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: 81.27 in3 155.67 in3 Area(Shear): 30.67 in2 69.19 in2 Moment of Inertia(deflection): 975.08 in4 1050.79 in4 Moment: 16254 ft-lb 31134 ft-lb Shear: -5418 lb 12223 lb NOTES