Flexural Performance of Deteriorated Reinforced Concrete Cantilevered Bent Caps - Part 1.
Advanced Search
Select up to three search categories and corresponding keywords using the fields to the right. Refer to the Help section for more detailed instructions.

Search our Collections & Repository

For very narrow results

When looking for a specific result

Best used for discovery & interchangable words

Recommended to be used in conjunction with other fields

Dates

to

Document Data
Library
People
Clear All
Clear All

For additional assistance using the Custom Query please check out our Help Page

i

Flexural Performance of Deteriorated Reinforced Concrete Cantilevered Bent Caps - Part 1.

Filetype[PDF-5.19 MB]


Select the Download button to view the document
This document is over 5mb in size and cannot be previewed
English
Details You May Also Like

Details:

  • Creators:
  • Corporate Creators:
    Brigham Young University. Dept. of Civil and Environmental Engineering
  • Corporate Contributors:
    Utah. Dept. of Transportation
  • Subject/TRT Terms:
  • Publication/ Report Number:
    UT-03.33
  • Resource Type:
    Tech Report
  • Geographical Coverage:
    United States
  • TRIS Online Accession Number:
    00970404
  • Corporate Publisher:
    Utah. Dept. of Transportation. Research Division
  • Abstract:
    The cantilevered bent caps of four reinforced concrete bridges were tested to determine the effects of deterioration on these bent caps. Two of the bent caps (12S and 12N) were obtained from the demolition of I-15 in Utah. The bent caps were designed in 1963 and built soon thereafter. The other two bent caps (1N and 2N) were new construction and built to the same design specifications as the existing bents. The existing bent caps had suffered varying degrees of deterioration, including significant spalling of the concrete on the underside of the cantilever and corrosion of the stirrups. Several stirrups in each bent cap were corroded completely through on the underside of the cantilever. The bent caps 12S and 1N were tested to failure. The other two bent caps, 12N and 2N, were tested to their approximate yield point. Strain gauges were mounted on the concrete surface on the sides of the bent. Strain gauges were also mounted on the reinforcement of the two new bent caps constructed. Strain distributions were approximately linear at measured locations. Bent cap 12S yielded at a load of 625 kips (2,781 kN), corresponding to a displacement of 0.78 in. (20 mm), and had a peak load of 709 kips (3,155 kN). Bent cap 12N was loaded to 560 kips (2,492 kN) and displayed a linear load-displacement relationship to that point. Bent cap 1N yielded at 587 kips (2,612 kN), corresponding to a displacement of 0.90 in. (23 mm), and had a peak load of 708 kips (3,151 kN). Bent cap 2N was loaded to 560 kips (2,492 kN) and also displayed a linear load-displacement relationship to that point. Predicted capacities for the bent caps were calculated using the 1963 AASHO code (Working Stress Design), 1996 AASHTO code (Ultimate Strength Design), and Strut and Tie models. Both Working Stress Design and Ultimate Strength Design assume Bernoulli beam theory, which best approximated the capacity of the bent caps. The conclusion from the tests conducted and the calculations of predicted capacity is that the deterioration did not affect the strength of the existing bent caps.
  • Format:
    PDF
  • Funding:
    01-9092
  • Collection(s):
  • Main Document Checksum:
  • Download URL:
  • File Type:

Supporting Files

  • No Additional Files
More +

You May Also Like

Checkout today's featured content at rosap.ntl.bts.gov