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• . Multi�Loacted eeamr A�sc sth Ed As�1 ver:�.05 <br /> . ' By:JefF John�n, DFP PLP,IVNING&DESIGN on:03-142003:U9:56:33 ARA <br /> Proiect 202388-L�ation: NEW <br /> Summanr: <br /> A36 WSx15 x 7'.67 FT <br /> Section Adequate By:7.4% Controlling F�tor. Moment <br /> Center Span Deflectians: <br /> Dead Load: DLD-Center= 0.10 IN <br /> Live Load: LU}Center= 0.02 IN=U4942 <br /> Total L�d: TLD-Cet�ter- 0.12 IN=U769 <br /> Genter Span Left End Re�tions(Support A): <br /> Live load: LL-fbm�4= 935� LB <br /> De.ad Load: DL-Rxn-A= 65fl9 LB <br /> Total L�d: TL-R�a�-A= 7863 LB <br /> Bearinq L�qth Requir�(Beam onlv.Support capacity not che,cic�): BL-A= OJ5 fN <br /> Center Span Riqht End Reactions(Support B}: <br /> Live L�d: LL-R�m-B= 1200 LB <br /> Dead Load: DL-R�s-B= 3897 LB <br /> Total Load: TL-R�m-B= 5098 LB <br /> Bearing length Required(Beam only, Support capacity no#chedced): 8!.-B= 0.75 IIV <br /> Beam Data: <br /> Center Span Lenqth: L2= 7.67 FT <br /> Cerrter Saan Unbraced length-Top o�8eam: Lu2 Tap= 7.67 FT <br /> Cerrter Span Unb�Length-8ottom of Beam: Lu2-B�tom= 7.67 FT <br /> Live L�d Deflect. Criteria: U 36d <br /> Total Laad E�lect. Criteria: U Z� <br /> Center Span L�d�ng: <br /> Uniform L�d: <br /> L'nre L�d: �-2= � P� <br /> pead Load: wD-2= 20 pLF <br /> Be.dm Seff 1Meight: BSW= 15 PLF <br /> Totai Load: wT-2= 88 PLF <br /> Point L�d 1 <br /> Live Laad: PL1 2= 0 L8 <br /> Dead Load: PD1 2= &408 LB <br /> Location(From left end of span): X1-2= 2.87 Ff <br /> Trapezoidat L�d 9 <br /> L�t Live L�d: TRL-Left 1 2= 18Q PLF <br /> Leit D�d L�d: TRD-Left 1-2= 188 PLF <br /> Riqht Live Lc�ad: TRL-Riqht 1 2= 180 PLF <br /> Ri�ht Dead Load: TRD-Right 1-2= 188 PI..F <br /> Load Start A-9 2= Q.0 FT <br /> L�d End: B-1 2= 7.87 FT <br /> Load Lenqth: G1-2= 7.67 F7 <br /> TrapeZotdal Lo�ad 2 <br /> Left Lnre L�d: TRL-Left 2-2= 160 PLF <br /> Left D�d Load: TRD-L�ft 2-2= 60 PLF <br /> Ripht Live Load: TRL-Right 2-2= 40 PLF <br /> Right Qead L�d: TRD-Right 2 2= 15 PLF <br /> Load�tart: A 2 2= 0.0 Ff <br /> L�d End: B-2 2= 7.67 FT <br /> Load Lenclth: G2-2= 7.67 FT <br /> Properties#or.W8�c15/A36 <br /> Yield�tress: Fy= 36 KSi <br /> Nlodulus of Efasticity: E= 29000 KSI <br /> Depth: d= 8.11 IN <br /> Web Thiclmess: fi�r= 0.25 IN <br /> Flanqe Width: bf= 4.01 IPJ <br /> Flanqe Thickness: tf= 0.39 IN <br /> Distan�to Web Toe af FiileL' k= 0.75 IN <br /> Moment af Inertia About X X A�ds: Ix= 48.OQ IN4 <br /> S�tion Modulus�lbout X-X A�ds: Sx= 11.80 IN3 <br /> Radius of Gyratian of Compression Fian�e+1/3 of Web: rt= 1 A3 IN <br /> Design Properties per AiSC Steel Construr�ian Mar►uaL <br /> Flange Bucklin�Ratio: FBR= 6.37 <br /> Alkrv�rable Fianlqe Buckling Ratio: AFBR= 10.83 <br /> Web BucktinA Ratio: WBR= 33.40 <br /> Allowrab)e Web BucklinA Rafio: AWBR= 106.67 <br /> Controllinp Unbr�ced Len�qth: t�= 7.67 FT <br /> �imitir�q Unbrac�Len�th for�b=.66`FY. Lc= 4.24 FT <br /> Limitinp Unbr�ed Len�tfi for Fb=.6*Fy w/Cb: Lu= 7.22 FT <br /> Moment Gradierrt Bendin�q Coefficierrt Cb= 1.0 <br /> Allowable fb per ASD Eqn F1-fi: F1-6= t7.24 KSI <br /> All�nrable fb�r-ASD Eqn F1 7: F1 7= 21.29 PCSi <br /> Allowable fb per ASQ Eqn F1-8: F1-8= 20.33 KSI <br /> Elastic Limit of ASD Eqn F1-6: EL1-G= 10.22 FT <br />