Question

A plate girder cross section consists of two flanges, 1 ½ inches × 15 inches, and a 5/16-inch × 66-inch web. A572 Grade 50 steel is used. The span length is 55 feet, the service live load is 2.0 kips/ft, and the dead load is 0.225 kips/ft, including the weight of the girder. Bearing stiffeners are placed at the ends, and intermediate stiffeners are placed at 6-2" and 12'-9" from each end. Does this girder have enough shear strength? a. Use LRFD. b. Use ASD. 12'-09 12'-09 6'-02 6'-02 55'-0

Answer 1

DetEM mine the nomina i SheaaStsength-fos each Pane End Pane a8 615443 万 -78 260 2112 2602 151E L0 4- o 61541 8 aCRCoa) 5 o Since , Compute Cv, Ev = 1.37, . 32 S O tuU (1S6a CSo)

fost the 2 ft panels> 260 | 子8 TensionField actoncannot b used 5(q9000) S9.24 KvE ←1-10 110 Since SC24000)38 ご1,37 So Compute !, 51(5) (29000) s6aC50) Since ttw PS AI -ft panels have the Same Sheas Stsiength Pu 1.6 (500) 느800 kips

't, 53 kips 28 ft, 576-4, 4 C 28 ) At Vu - End Panet! 690 kiPS 546 kíps (or) o.90 (#66. 4) = Sheast Stsength of all Of the ta-ft panels win b the Same and the Sheas is goectes han go Kips n each panel, thestefoste there Lwi not be enoug Shea ength in of the 2-ft Panes The8tsldesdces not haveh Shea s Stsiength ANS Cb ASp Solution

At 16ft At 28ft End pan 7664-4.59 kips > 370 Kips (OK) 1.6ア Sheas tnth of a fthe aft panels e Same, the Sheas is gpeatest h kips n ech panelythesefase 历ese um not be enough Sheas{ Stsength nanyrthe 2ftPanels The gisdest does not have enough Sheas Stsength ANS