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Performance of a prestressed concrete bridge loaded to failure

Performance of a prestressed concrete bridge loaded to failure
Auteur(s): ORCID, , , ,
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Présenté pendant IABSE Conference: Structural Engineering: Providing Solutions to Global Challenges, Geneva, Switzerland, September 2015, publié dans , pp. 1088-1095
DOI: 10.2749/222137815818358312
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Methods for assessment and strengthening of existing bridges need to be tested and calibrated. To do this, a full-scale loading to failure was carried out in 2014 on a 55 year-old post-tensioned fi...
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Détails bibliographiques

Auteur(s): ORCID (Luleå University of Technology, Luleå, Sweden)
(Luleå University of Technology, Luleå, Sweden)
(Luleå University of Technology, Luleå, Sweden)
(Luleå University of Technology, Luleå, Sweden)
(Luleå University of Technology, Luleå, Sweden)
ORCID (Luleå University of Technology, Luleå, Sweden)
(Northern Research Institute, Narvik, Norway)
(Southeast University, Nanjing, PR China and Luleå University of Technology, Luleå, Sweden)
(Trafikverket, Luleå, Sweden)
Médium: papier de conférence
Langue(s): anglais
Conférence: IABSE Conference: Structural Engineering: Providing Solutions to Global Challenges, Geneva, Switzerland, September 2015
Publié dans:
Page(s): 1088-1095 Nombre total de pages (du PDF): 8
Page(s): 1088-1095
Nombre total de pages (du PDF): 8
Année: 2015
DOI: 10.2749/222137815818358312
Abstrait:

Methods for assessment and strengthening of existing bridges need to be tested and calibrated. To do this, a full-scale loading to failure was carried out in 2014 on a 55 year-old post-tensioned five span girder bridge in Kiruna, Sweden, with a total length of 121.5 m. The tests focussed on: (a) failure of the main girders, (b) failure of the slab, (c) condition of post-tensioned tendons, and (d) the performance of two carbon fibre reinforced polymer (CFRP) strengthening systems. The following are the results:

  1. The main girders failed after extensive yielding of the reinforcement in a combined bending- shear failure. Preliminary comparisons with existing codes indicate a high safety. Preliminary comparisons with finite element assessment methods give good correspondence.

  2. The slab failed suddenly due to punching shear. Preliminary comparisons with codes indicate a very high safety.

  3. The post-tension tendons generally were in a good condition.

  4. The first strengthening system consisting of prestressed laminates of CFRP was applied to one of the outer main girders. The system failed due to debonding of the CFRP at about ¾ of the ultimate load. The second system consisted of near surface mounted CFRP rods applied to the mid main girder. It showed no signs of slip in the anchorage zones and the CFRP sustained maximum strains of about 1.2 % without fibre rupture.
Mots-clé:
ponts renforcement

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