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Mufli-Loaded 5eam�AISC 9lh Ed ASD 1 Ver: 7.01.12 <br /> Bv: Rick Heide, PE , Desiqn Build Services, Inc. on: 10-15-2007 : 08�54:55 FM <br /> Proiect: 3231 LOMBARD-Localion: b3 garage beain- 20(t <br /> Summary: <br /> A992-50 W10x49 x 20.0 FT <br /> Section Adequate By: 92% Controlling Faclor: Moment ot Inertia <br /> Center Span Deflections: <br /> Dead Load: DLD-Center= 0.32 IN <br /> Live Load: LLD-Center= 0.60 IN =L/400 <br /> Total Load: TLD-Center- 0.92 IN=L!262 <br /> Center Span Left End Readions (Support A): LL-Rxn-A= 11725 LB <br /> Live Load: <br /> Dead Lcad: DL-Rxn-A= 6213 LB <br /> TolalLoad: TL-Rxn-A= 17939 LB <br /> Bearinq Lenplh Required Beam only, support capacity not checked): BL-A= 1.06 IN <br /> Cenler Span Ripht End Reactions(Support B): LL-Rxn-B= 13314 LB <br /> Live Load: <br /> Dead Load: DL-Rxn-B= 6999 LB <br /> TolalLoad: TL-Rxn-B= 2G313 LB <br /> Bearing Length Required (Beam only, support capacily not checked): BL-B= 1.06 IN <br /> Beam Data: <br /> Cenler Span Lenqlh: L2= 209 FT <br /> Center Span Unbraced Lenqih-Top of Beam: Lu2-Top= 0.0 FT <br /> Cenler Span Unbraced Length-Bottom of Beam: Lu2-Botlom= 20D FT <br /> Live Load Dellect. Criteria: L/ 360 <br /> Total Load DeflecL Criteria: U 240 <br /> Cenler Span Loading: <br /> Uniform Load�. <br /> Live Load: wL-2= 0 PLF <br /> Dead Load: I���� -�- ��-�- . � -"'-- ,'�- wD-2= 100 PLF <br /> Beam Self WeighL i j-1 ' � �1/ ' , BSW= 49 PLF <br /> Tolal Load: !J L���,U I'-_, I I 1�'1 l��_, , wT-2= 149 PLF <br /> Point Load 1 f I <br /> Live Load: PLt-2= 1353 L6 <br /> DeadLoad: I� Q�T �� (7 ' � � Px�-2- 555 FB <br /> Location (From left end of span): <br /> Point Load 2 � <br /> Live Load: I C� I �( f)!- ;.�� : . �.�:-_-(T PL2-2= 411 LB <br /> Dead Load: I . PD2-2= 184 LB <br /> Localion (Prom lef�end of span): ^___ �l�`��_'_.'�,�." � ' _� X2-2= 11.0 FT <br /> Trapezoidal Load 1 <br /> Lefl Live Load: TRL-Left-1-2= 550 PLF <br /> Le(t Dead Load: TRD-Left�1-2= 301 PLF <br /> RiqM Live Load: TRL-Riqht-1-2= 550 PI F <br /> Riqht Dezd Load: TRD-Right-l-2= 301 F't-f= <br /> Load Slart: A-1-2= 0.0 FT <br /> Load End: B-1-2= 5.5 FT <br /> Load Lenqlh: C-1-2= 5.5 F1 <br /> Trapezoidal Load 2 <br /> Left Live Load: TRL-Left-2-2= 268 PLF <br /> Left Dead Load: TRD-Left-2-2= 0 PLF <br /> Riqht Live Load: TRL-Right-2-2= 268 PLF <br /> Riqht Dead Load: TRD-Righ42-2= 0 PLF <br /> Load Start: A-2-2= 0.0 FT <br /> Load End: B-2-2= 5.5 FT <br /> Load Lenqth: G2-2= 5.5 FT <br /> Trapezoidal Load 3 <br /> Le(t Live Load: TRL-Left3-2= 1231 PLF <br /> Left Dead Load: TRD-Left-3-2= 501 PLf <br /> Riqht Live Load: TRL•Ripht-3-2= 1231 PLF <br /> Riqht Dead Load: TRD-Right-3-2= 501 PLF <br /> Load Start: A3-2= 5.5 FT <br /> Load End: B-3-2= 11A FT <br /> Load Lenqth: C-3-2= 5.5 FT <br /> Trapezoidal Load 4 <br /> Left Live Load: TRL-Lefl-4-2= 1334 PLF <br /> Le(t Dead Load. TRD-Lefl-4-2= 554 PLF <br /> Right Live Load: TRL-Riqh44-2= 1334 PlF <br /> Riqht Dead Load: TRD-Righl-4-2= 554 PLF <br /> Load Starl: A-4-2= 11.0 FT <br /> Load Enri: B-4-2= 20.0 FT <br /> Load Lenqlh: C-4-2= 9D FT <br /> Fionerties(or.W10x49/A992-50 py_ 50 KSI <br /> 1'ield Stress: <br /> t�todulus of Elasticiry: E= 29000 KSI <br /> Depth: d= 10.00 IN <br /> Web Thir.kness�. hv= 0.34 IN <br /> Ranne\Nid�h b(= 10.00 IN <br />