Ultimate Behavior of Deck-to-Girder Composite Connection Details Using UHPC
Publication: Journal of Bridge Engineering
Volume 25, Issue 7
Abstract
Prefabricated bridge deck panels are a popular option for new construction and bridge rehabilitation. Further, ultra-high-performance concrete (UHPC) has become a common option for closure pours between adjacent prefabricated deck elements and between deck elements and the supporting girders. This study presents experimental research on the ultimate behavior of two new and simplified deck-to-girder composite connections that use UHPC and innovative detailing. The proposed systems were developed to simplify fabrication procedures and enhance on-site constructability. The two connections investigated in this study rely on short shear connectors on the supporting girders and either rebar dowels protruding from the underside of the deck panels or shear pockets that pass through the deck. These concepts were evaluated using a combination of small-scale direct shear tests and large-scale, double shear push-off tests. Experimental variables included pocket geometry, shear stud configuration, rebar dowel configuration, and dowel length. Results indicate that these novel connection details are ductile and have the potential to meet the existing strength limit state requirements in the AASHTO Bridge Design Specification (BDS) for horizontal shear.
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Data Availability Statement
Some or all data, models, or codes generated or used during the study are available from the corresponding author by request:
•
Individual material characterization test results, i.e., compressive and direct shear strengths of UHPC, compressive strength of conventional concrete, etc.; and
•
Raw load-slip data collected from double shear push-off specimens.
Acknowledgments
The research presented in this paper was funded by the US Federal Highway Administration. This support was gratefully acknowledged. The publication of this paper does not necessarily indicate approval or endorsement of the findings, opinions, conclusions, or recommendations either inferred or specifically expressed herein by the Federal Highway Administration or the United States Government. This research could not have been completed were it not for the dedicated support of the federal and contract staff associated with the FHWA Structural Concrete Research Program.
Notation
The following symbols are used in this paper:
- Acv
- area of concrete to be engaged in shear transfer;
- Asc
- shank area of a single-headed stud connector;
- Avf
- area of interface shear reinforcement crossing the shear plane within the area Asc;
- c
- cohesion factor;
- db
- reinforcing bar diameter;
- compressive strength of UHPC or conventional concrete;
- fy
- specified yield strength of steel;
- K1
- fraction of concrete strength available to resist interface shear;
- K2
- limiting interface shear resistance;
- le
- embedment length of reinforcing bar in UHPC;
- Pc
- permanent net compressive force normal to the shear plane;
- Qn
- nominal resistance of a single-headed stud connector;
- Vni
- nominal interface shear resistance;
- µ
- interface friction factor;
- ρv
- ratio of reinforcing steel crossing the interface shear plane, ρv = Avf/Acv; and
- τ
- shear stress.
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Published In
Journal of Bridge Engineering
Volume 25 • Issue 7 • July 2020
Copyright
© 2020 American Society of Civil Engineers.
History
Received: Jul 18, 2019
Accepted: Feb 5, 2020
Published online: Apr 24, 2020
Published in print: Jul 1, 2020
Discussion open until: Sep 24, 2020
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