HEAT-CURVED GIRDERS: DEFLECTIONS AND CAMBER LOSS DURING AND SUBSEQUENT TO BRIDGE CONSTRUCTION

To check the camber loss in a heat-curved girder bridge, a 140-ft., simply supported span was instrumented during construction of the bridge. The span was composed of four steel plate girders having radii of curvature varying from 802.51 ft. on the inside to 834.51 ft. on the outside of the alignment curvature. Girder deflection and camber loss were measured prior to and subsequent to the construction of the bridge deck. for the bridge investigated, some camber loss due to construction loading occurred shortly after placement of the concrete deck. The amount of loss, however, was only one-fourth of that determined from the AASHTO equation. In addition, there were no significant camber losses due to service loading over 6-1/2 months. The total loss under both construction and service loading was only 13% of that predicted by the AASHTO equation. Therefore, the results of the study sugest that the relationship given in the specifications for the calculation of the potential camber loss in a heat-curved girder is not applicable to girders having radii of curvature greater than 800 ft. The order of magnitude of the camber losses further suggests that the specifications may not be completely applicable to girders having radii of curvature less than 800 ft.

  • Record URL:
  • Corporate Authors:

    Virginia Highway and Transportation Research Council

    Charlottesville, VA  United States 

    Virginia Department of Highways

    Traffic and Planning Division, 1221 East Broad Street
    Richmond, VA  United States  23219
  • Authors:
    • Hilton, M H
  • Publication Date: 1982-9

Media Info

  • Pagination: 41 p.

Subject/Index Terms

Filing Info

  • Accession Number: 00392168
  • Record Type: Publication
  • Report/Paper Numbers: VHTRC 82-R9 Final Rpt.
  • Files: NTL, TRIS, STATEDOT
  • Created Date: Mar 29 1985 12:00AM