Staged Concrete Bridge Deck Pours Adjacent to Live Traffic
Date
2018-01-03Author
Weatherer, Peter J.
Advisor(s)
Parra-Montesinos, Gustavo
Metadata
Show full item recordAbstract
Highway bridges are some of the most common and frequently used structures in today’s
built environment, but they are also some of the most heavily demanded. Decades of heavy traffic
loading and harsh environmental conditions cause concrete bridge decks to degrade over time,
requiring them to be repaired or replaced. Additionally, ever increasing traffic demands mean that
aging infrastructure needs to be updated and expanded, all while minimizing the disruption to road
users. For this reason, staged construction, where traffic is maintained on the bridge while it is
constructed in phases, is often turned to for bridge replacements, rehabilitations, and widenings.
However, certain concerns exist with the use of staged construction. When cast-in-place
concrete decks are used with staged construction, the concrete deck must cure while subjected to
loads and displacements caused by the adjacent traffic using the same structure. There is concern
that as the concrete hardens and turns from a fluid to a solid, traffic-induced displacements and
vibrations will damage the freshly placed concrete and/or its bond with the embedded
reinforcement. This research focused on evaluating the integrity and performance of longitudinal
construction joints in highway bridge decks that are subjected to traffic-induced differential
deflections during curing.
This research included a survey of regional transportation officials, in which common
practices, procedures and concerns were examined. The survey showed that staged construction is
often preferred by various stakeholders, but no consistent measures are taken to limit damage to
curing bridge decks and longitudinal construction joints often do not perform adequately. Visual
inspections of several Wisconsin highway bridges were also performed, with a majority showing
only minor signs of distress which may or may not be attributed to the staged construction process.
Some minor defects were seen, such as underconsolidated concrete in the construction joint region
and leakage through the joint itself. Eight structurally “identical” haunched slab bridges showed
severe deterioration at the construction joints, but it was impossible to determine the exact cause
of the damage through visual inspection.
Differential displacements due to live traffic were measured in two prestressed concrete
girder bridges during staged construction. The resulting maximum differential deflections were
almost always less than 0.030 in., and on average between 0.015 in. and 0.020 in. These two
bridges were similar structurally with comparable main span lengths, so it was reasonable that the
magnitudes of differential deflections were also similar.
Finite element analyses were performed for the same two bridges that were instrumented
during construction to see if differential deflections could be accurately estimated. A truck loading
was selected that would produce an upper-bound estimate of differential deflections, which was
approximately 0.065 in. for both bridges. For comparison, a third model was created for a longerspan
steel plate girder bridge that carried more traffic lanes during construction. In this case, larger
differential deflections were predicted, up to 0.35 in., but it was shown that reducing the number
of loaded traffic lanes would reduce this considerably.
Finally, two concrete bridge deck test specimens were constructed using a simulated staged
bridge construction process. The two specimens were subjected to different magnitudes of
differential deflections during curing, after which they were subjected to an ultimate flexural
strength test. Strain data from the reinforcing bars spliced at the construction joint showed that the
concrete-bar bond was adequate to develop the yield strength of the reinforcement, even when the
specimen was subjected to exceptionally large differential displacements during curing. Testing
also showed that under bending there was a tendency for rotations to be localized at the ends of
the lap splice, which could potentially cause long-term durability issues.
Subject
differential deflections
concrete bridge decks
longitudinal construction joint
staged bridge construction