Abstract
A deteriorated heat pipeline overpass was subjected to assessment and rehabilitation. Lack of technical documentation, increased loading, and changing design codes had to be taken into consideration. The numerous damages and their origin were identified. Special attention was paid to corrosion at the connection zones, being the result of inadequate paint coating, aggressive environment, and leakages for technological installations. The structure was originally designed according to the design code PN-62/B-03200 from the 1960’s using the permissible stress method. After rehabilitation it was supposed to fulfil current requirements of Eurocodes. Static strength analyses were performed for both codes and the differences between them were noted. The methods for rehabilitation were limited by the requirement of limited intervention and maintaining the structure under service. The applied solution for the strengthening in form of the steel profiles welded to the existing structure is described.
Highlights
Assessment and rehabilitation of existing structures are very often more challenging than constructing a new structure
The control calculations should be performed accounting for incompatibility of the design codes, which were changing within years of exploitation
The heat pipeline overpass described in this paper was supposed to undergo rehabilitation, which means restoring it to service level
Summary
Only scant documentation was available. No archival static strength calculations were preserved. 4.2 Evaluation of the load bearing capacity for the overpass before strengthening according to PN-62/B-03200 and EN 1993-1-1:2005 It is highly probable, that at the times of the designing of the structure, the internal forces in the truss members were derived for a plane model Cremona diagram, assuming hinges at all connections of the bars. That at the times of the designing of the structure, the internal forces in the truss members were derived for a plane model Cremona diagram, assuming hinges at all connections of the bars The results from these kinds of analysis insignificantly vary comparing to the more realistic model assuming continuous chords, up to 3% for the truss diagonals and up to 1% for the truss verticals. It can be noticed that the capacity utilization ratio is quite varied and for some members of the truss is not adequate
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