| dc.description.abstract | Full-depth precast panels are used in concrete bridges to provide several benefits
such as faster construction, lower cost and reduced constructional hazard. However, one
construction drawback is that connectors are required to transmit horizontal shear across
the interface between the girder and deck. Shear connector performance is characterized
by a series of experiments performed on part of a bridge system that mimics a full-depth
precast deck on concrete girder with a pocket-connector-haunch system. Following
initial breakaway of the adhesive bond within the haunch region, the specimens slide
with frictional resistance provided by the clamping force of the anchor bolt. This leads
to bolt yield with an observed sliding friction coefficient of 0.8 (+/- 20%) with lower
values occurring at higher displacements. It is concluded that for a viable connector
system to be developed a key feature is to have sufficient stirrups in the neighborhood of
the anchor bolt to form a non-contact splice and to ensure the high pull-out force can be
sustained without leading to premature beam failure.
The successful implementation of a full-depth precast deck-panel system requires
the use of a viable design methodology that properly accounts for system behavior. The design of a deck-haunch-girder system uses a truss modeling approach to design for the
shear forces created by service loading. The truss model approach is considered more
suitable for a concrete member due to the premise that the member will be substantially
cracked at an ultimate limit state and that traditional beam theory does not account for
the decreased ability of shear stresses to transfer across open cracks. Experimental
results from Chapter II, such as the friction coefficient mu, are used along with a
previously developed crack angle model to layout the geometry of the truss within a
deck-panel span. Design solutions are presented utilizing the Rock Creek Bridge in
Parker County, Texas as an example structure. | en |
