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Con��binolion Ronf and Floor 6o:im( 2003 ;nlema�ional Resldential Ced�;101 F1D511 V�:r. �; ���I] <br /> Bv: JEFFREY UeROi�L�T .Architects Morthv;est an: 10-17-2005 : 6-.7e�S F�.1 <br /> Pruicct: Z I30Ei�F� - Location: FLUSH BEAMS 2 OVER GARAE <br /> Summary: <br /> �3.125 IN x 9.0 IN x 10.0 FT /24F-V4-Visually Graded Weslem Species-Dry Use <br /> Section Adequate By: �i.3% Confrolling Factor. Pdoment of Inertia/Depth Required 7.G7 In <br /> DeOections: <br /> Dead Load: DLD= O.1G IN <br /> Live Load: LLD= 0.16 I�d= L�820 <br /> Total Load: TLD= 0.31 �.�J = L,:'.3? <br /> Reartions IEach End): <br /> Live Load: LL-Rzn= 1112 t.� <br /> Dead Load: Dl-Rxn= 1242 LCl <br /> Total Load: TL-Rxn= 235d I_I3 <br /> Bearinq Lenath Requirrd(Beam only, support capacity not checked). BL= 1.16 I�J <br /> Camber Reqd.: C= 025 IIJ <br /> �eam Dala: <br /> St�an: L= 10A PT <br /> hlaximum Unbraced Span: Lu= OA f�T , <br /> Live Load DeFlecL Criteria: L/ 360 �,. <br /> Tolal Load Deflect. Crileria: �� z40 i <br /> Camber Adjustment Fa�tor. CAF= 1.5 X CLG <br /> RoofLoadinq: <br /> Roo(Live Load-Side One: RLL1= 25.0 PSF <br /> Roof Dead Load-Side One: RDL1= 15.0 PSF <br /> F�of Tributarv Width-Side 0ne: RTW1= 075 FT <br /> Roof Live Load-Side Two: RLL2= 25.0 PSF <br /> Roof Dead Load-Side Two: RDL2= 15.0 PSF <br /> Roof Tributary Widlh-Side Two: RTW2= 6.0 FT <br /> Rnof Duralion Foctor. Cd-roof= 7.15 <br /> Floor Londinq: ' <br /> �loor Live Load-Side One: FLL1= 40.0 PSF j <br /> Flnor Dead Loacl-Side One: FDL1= 10.0 PSF <br /> FlaorTribu�ary Widlh-Side One: FTW?= OA FT <br /> Pioor Live Load-Side Two: FLL2= 40.0 PSF <br /> Floor Dead Load-Side Two: rDL2= 10.0 PSF <br /> F�oorTribulan�Width-Side Two: FTW2= 1.34 FT <br /> Ploor Durelion Factor. Cd-flaor- 1.00 <br /> 1Nall Load: WALL= 85 PLF <br /> Beam Loads: <br /> Roof Uni(onn Live Load: wL-roof= 1fi9 PLF <br /> Roof Uniform Dead Load(Adjusted(or rooF pitch): wD-roof= 143 PLF <br /> Floar Uniform Live Load: wL-floor- 54 PLF <br /> Floor Unif�rm Dcad Load: evD-floor- 13 PLF <br /> Beam Self Weinht: 6SW= 7 PLF <br /> Combined Uni(orm Lioe Load: wL= �.f22 PLF <br /> Combined Uniform Dead Load: wD= 248 PLF� <br /> Comhined Uni(orm To�al Load: wI'= 471 PLF <br /> Conlrollinq Total Desiqn Load: w?-cont= 471 PLF <br /> Proper�ias For.24F-V4-Visually Graded Weslem Species <br /> Bendinq Slress: Fb= 2400 PSI <br /> Shear SUass: Fv= 240 PSI <br /> Wodulus of Elaslicily: Ex= 1800000 PSI <br /> Ev= 16U0000 PSI <br /> ;tress Pemendicular to Grain: Fc perp= 650 PSI <br /> .3endinq Stress of Comp. Face in Tension: Fb_cpr- 1850 PSI <br /> .4djusled Properties <br /> F[i(Tension): Fb'= 2760 PSI <br /> Adjustment Factors:Cd=1.15 <br /> F�; Fv'= 276 PSI <br /> Adiuslment Faclors: Cd=1.15 <br /> Design Requiremenls: <br /> Controllinq Moment: M= 5885 FT•LE <br /> 5A ft from left supporl <br /> Critical moment created by combining all dead and live loads. <br /> Conlrollinq Shear: V= 2024 LB <br /> At a distance d from support. <br /> Critical shear created bv combining all dead and live loads. <br /> Comparisons With Required Seclions: <br /> Seclion Modulus(Momenl): Sreq= 25.59 IN3 <br /> S= 42.19 IN3 <br /> Area(Shear): Areq= 11.00 iN2 <br /> A= 28.13 IN2 <br /> f�loment of iner�ia(De(lection): Ireq= 117.67 IN4 <br /> 1= 789.84 IN4 <br /> � -�I � �� <br /> , <br /> ; <br /> , <br /> ,'�, <br /> �<< <br /> � <br /> � <br />-- ----.----- --_�-�--- --------------�.,.��------- - _ _ ----- _ <br /> � ,,�., r. - -� <br /> , a , .4:._ � . ._ _ <br /> �. ..: , _. _ �.. ,.. ,� .,, ._ .�.. _,_. ., .:._ , � � ;:, ., ... ,, _ <br /> i; <br />