Design of Flexural Steel Members - Design of Modern Steel Railway Bridges - page 325

TABLE E7.18

Location Noncomposite Section Composite Section

(Figures E7.1 Stress (ksi) Stress (ksi)

and E7.3) (Figure E7.1) (Figure E7.3)

Top concrete (maximum flexure) — 1.04

Bottom concrete (maximum flexure) — 0.74

Top steel (maximum flexure) 23.7 10.38

Web (maximum shear) 9.15 9.15

Bottom steel (maximum flexure) 26.4 22.4

Bottom steel (LL+I flexure) 16.2 13.2

Summary of the design
Examples 7.1 and 7.2 are not intended to be examples of optimum design
but to provide numerical examples of noncomposite and composite steel
and concrete girder designs. The summary of stresses and deflections of the
two span designs [noncomposite (Example 7.1) and composite (Example 7.2)]
shown in Table E7.18 reveals where reductions in element sizes can be made
and the advantages of composite girder design may be exploited.

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