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, <br /> Cnmbin�i�iun Rr,of;�nd FloorBeamf 7.003INema�ional Residential CuCn�01 NDSI I `:��r „1J0] <br /> E3v: JEFFhEY DeROULET ,Architects North�t�est on: 10-17-2005: 622�.0�, P�.1 <br /> Pro;c�:C 2L',083I"0 - Location: FLUSH BEAM 1 OVER GARAGE <br /> Summarv: �`% <br /> 3.125 IN x 9.0 It:x 12.0 FT /24F-V4-Visually Graded Western Species-Dry Use <br /> Seclion Adequate By:97 f% Controlling Factor. Moment ot Inertia/Deplh Required 7.17 hi <br /> De(leclions: <br /> DeadLoad: DLD= O.tII ItJ <br /> Live Load: LLD= 0.12 IN = L;1156 <br /> Tntal Load: TLL= 0.30 IN = L�47�� <br /> Renc�ions 1Each End): <br /> Live Load: LL-Rzn= 54"/ LB <br /> Dead Load: DL-Rxn= 788 LB <br /> TutalLoad: TL-Rxn= 1334 LB <br /> E3earin�Lenqth Required(Beam only,support capacity nol checked): 8L= 0.66 IN <br /> Caunber Reqd.: C= 0.27 IN <br /> Beam D,i�a: <br /> gp;��. L= i2A FT <br /> hi��ximum Unbraced Snan: Lu= OA FT <br /> live Load DeflecL Crileria: L/ 360 <br /> Total Load De(IecL Criteria: L/ 240 <br /> Camber Adjusimenl Factor. CAF= 1.5 X DLD <br /> Roof Lnadinq� <br /> Roof Live Load-Side One: RLL1= 25.0 PSF <br /> Root Dead Load-Side One: RDL1= 15.0 PSF <br /> Roo(Tributarv Widlh-Side One: RTW1= 0.5 FT <br /> Roof Live Load-Sidn Two: RLL2= 25.D PSF <br /> Ruof Dead Load-Side Two: RDL2= 15.0 PSF <br /> Rrof Tributary Widm-Side Two: kTW2= 1 A FT <br /> RuoF Duration Fac�or. Cd-rcof= 1.15 <br /> FlaorLoadinq: <br /> 1=1oor Live Load-Side One: FLL1= 40.0 PSF <br /> Floor Dead Load-Side One: FDL1= 10.0 PSF <br /> Floor Tribulary Wicifh-Side One: FTW1= 0.0 FT <br /> Floor Live I_oad-Side Two: �LL2= 40.0 PdF <br /> Floor Dead Load-Side Two: FDL2= 109 PSF <br />, Flaor Tribularv Widlh-Side Two: FTW2= 1.34 FT <br /> Flcor Duralion Faclor. Cd-Ooor- 1.00 <br /> �r�r;�i� ��;��7: WALL= 85 PLF <br /> Boam Laads: <br /> Roof Uniform Live Load: wL-roof= 38 PLF <br /> Roof Uniform Dead Load(Adjusled for ronf pitch): wD-roo(= 26 PLF <br /> Flnor Unif�rm Live Load: wL-Ooor= 54 PLF <br /> Floor Uniform Dead Load: wU-floor- 13 PLF <br /> Beam Self Weiqh�: BSW= 7 PLF <br /> Combined Uni(orm Live Load: wL= 91 PLF <br /> Combined Uniform Dead Load: wD= 131 PLF <br /> Combined Uniform Total Load: wT= 222 PLF <br /> Controllinq Total Desiqn Load: wT-cont= 222 PLF <br /> Propertie;Fer.24F-V4•Visually Graded Westem Species <br /> f3enAinq Slress: Fb= 2400 PSI <br /> ShearSlress: Fv= 240 PSI <br /> Modulus of Elasticity: Ex= 1800000 PSI <br /> Ev= 1600000 PSI <br /> Stress Perpendicular to Grain: Fc perp= 650 PSI <br /> Bendinq Stress of Comp.Face in Tension: Fb_cpr- 1850 PSI <br /> Adj�sted Proparties <br /> Fb'(Tensionl: Fb'= 2760 PSI <br /> Adjuslment Factors: Cd=1.15 <br /> Fv': Fv'= 276 PSI <br /> Adlustment Feclors: Cd=1.15 <br /> Design Renuirements: <br /> Controllinq Monent M= 4003 FT-LB <br /> 6A R GORI 10ft suppOrt <br /> Crilical moment created by combining all dea� and liva loads. <br /> Comrollinq Shear: V= 1174 LB <br /> Al a distance d from supUort. <br /> Crilical shear crealed bv combining all dead and live loads. <br /> Comp�risons With Required Sections: <br /> Seclion Madulus(Moment): Srea= 17.40 IN3 <br /> S= 42.19 IN3 <br /> Area(Shear): Areq= 6.38 IN2 <br /> A= 28.13 IN2 <br /> tclam��nt of Inertia(De(lection): Ireq= 96.05 IN4 _ <br /> 1= 189.84 !N4 <br /> ,I I-� <br /> ., <br /> S ) <br /> R <br /> ( <br /> p <br /> _ . .. �_�. _ . .__ . ._._ . <br /> ____ """ <br /> � ��� <br /> .)};y., } _i ' � <br />�+�Yd"iY�ii;'�`'S , . _ .. �.7 . . . � „ , _, . �1(..�: _ , '.,_�,�r n.a..aVi"� <br />