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� � <br /> Roof Beam�97 Unitorm Buildin4 Code(91 NDS11 Ver:6.00.5 <br /> By:C.O.E. ,City ot Everett on:04-09-2004:2:16:06 PM �c�{G 3 -a yS' <br /> Projed: -Location: <br /> Summary: <br /> 3.5 IN x 725 IN x 10.83 FT /#2-DouQlas Fir-Larch-Dry Use <br /> Secdon Inadequate By:87.2X Controlling Factor:Sectlon Modulu�/Depth Required 9.92In <br /> Defledions: <br /> Dead Load: OLD= 0.22 IN <br /> Lfve Load: FAILED LLD= 0.52 IN�1J249 <br /> Total Load: FAILED TLD= 0.74 IN�LN75 <br /> Reactions(Each End): <br /> Live Load: LL-Rzn= 1624 LB <br /> Dead Load: DL-Rxn= 687 LB <br /> To:al Load: TL-Rxn= 2311 LB <br /> Bearing Length Required(Beam only,suppart capacity not checked): BL= 1.06 IN <br /> Beam Data: <br /> Span: L= 10.83 FT <br /> Maximum Unbraced Span: Lu= 0.0 FT <br /> Pilch O(Roof: RP= 1.25 : 12 <br /> Live Load Defled. Criteria: U 360 <br /> Tatal load Defled.Criteria: U 240 <br /> Roof Loadinp: <br /> Root Live Load-Side One: LL1= 25.0 PSF <br /> Roof Dead Load•Side One: DL1= 10.0 PSF <br /> Tributerv Width-Side One: TW1= 6.0 FT <br /> Roof Live Load-Side Two: LL2= 25.0 PSF <br /> Rooi Dead Load-Side Two: OL2= 10.0 PSF <br /> Tributarv Widih-Side Two: TW2= 6.0 FT <br /> Roof Duration Factor. Cd= 1.15 <br /> Beam Self Weiqht: BSW= 6 PLF <br /> SlopelPitch Adlusted Lenpths and Loads: <br /> Adiusted Beam Len4th: Ladi= 10.83 FT <br /> Beam Uniform Live Load: wL= 300 PLF <br /> Beam Uniform Dead Load: wD_adj= 127 PLF <br /> Total Uniform Load: wT= 427 PLF <br /> Properties For.#2- Douqlas Fir-Larch <br /> Bendinq Stress: Fb= b75 PSI <br /> Shear Slress: Fv= 95 PSI <br /> Modulus ot ElaslicitV: E= 1600000 PSI <br /> Stress Perpendicuiar to Grain: Fc�erp= 625 PSI <br /> Adjusted Properties <br /> Fb'(Tension): Fb'= 1308 PSI <br /> Adjuslment Factors: Cd=1.15 C(=1.30 <br /> Fv': Fv'= 109 PSI <br /> Adiustment Factors: Cd=1.15 <br /> Design '2equiremeMs: <br /> Controllinq Moment: M= 6258 FT-LB <br /> 5.415 R from IeR support <br /> Crilical moment created by combining all dead and live loads. <br /> Controllinq Shear: V= 2080 LB <br /> At a dislance d from support. <br /> Critical shear created by combining all dead and live loads. <br /> Comparisons 1Yth Required Sections: <br /> Secdcn Modulua(Moment�: Sreq= 57.11 IN3 <br /> PAILED S� 30.66 IN3 <br /> Area(Shear): Areq= 28.56 IN2 <br /> FAILED A= 25.38 IN2 <br /> Moment of Inertia(DeflecHon�: Ireq= 160.74 IN4 <br /> FAILED 1= 111.15 IN4 <br />