Field Monitoring of Integral Abutment Bridge in Massachusetts

2004 ◽  
Vol 1892 (1) ◽  
pp. 160-169 ◽  
Author(s):  
Scott A. Civjan ◽  
Sergio F. Breña ◽  
David A. Butler ◽  
Daniel S. Crovo
Keyword(s):  
Field Monitoring ◽  
Integral Abutment ◽  
Integral Abutment Bridge

Semi Static Loads in an Integral Abutment Bridge

2016 ◽  
Vol 106 (13) ◽  
pp. 61-69
Author(s):  
Miguel MUNOZ ◽  
Junqing XUE ◽  
Bruno BRISEGHELLA ◽  
Camillo NUTI
Keyword(s):  
Integral Abutment ◽  
Static Loads ◽  
Integral Abutment Bridge

Behaviour of H-piles supporting an integral abutment bridge

2014 ◽  
Vol 51 (7) ◽  
pp. 713-734 ◽  
Author(s):  
Shelley A. Huntley ◽  
Arun J. Valsangkar
Keyword(s):  
Axial Load ◽  
Integral Abutment ◽  
Integral Abutment Bridges ◽  
Expansion Joints ◽  
Thermal Bridge ◽  
Double Curvature ◽  
Abutment Bridges ◽  
Integral Abutments ◽  
Integral Abutment Bridge ◽  
Lateral Displacements

Integral abutment bridges accommodate thermal superstructure movements through flexible foundations rather than expansion joints. While these structures are a common alternative to conventional design, the literature on measured field stresses in piles supporting integral abutments appears to be quite limited. Therefore, field data from strain gauges installed on the abutment foundation piles of a 76 m long; two-span integral abutment bridge are the focus of this paper. Axial load, weak- and strong-axis bending moments of the foundation piles, as well as abutment movement and backfill response, are presented and discussed. Results indicate that the abutment foundation piles are bending in double curvature about the weak axis, as a result of thermal bridge movements, and bending also about the strong axis due to tilting of the abutments. A simple subgrade modulus approach is used to show its applicability in predicting behaviour under lateral loading. In the past, much emphasis has been placed on the lateral displacements of piles and less on variations of axial load. In this paper, a new hypothesis, which offers insight into the mechanisms behind the observed thermal variations in axial load, is proposed and assessed. The data from the field monitoring are also compared with the limited data reported in the literature.

Predicted and Measured Response of an Integral Abutment Bridge

2005 ◽  
Vol 10 (6) ◽  
pp. 666-677 ◽  
Author(s):  
Jolene L. Fennema ◽  
Jeffrey A. Laman ◽  
Daniel G. Linzell
Keyword(s):  
Integral Abutment ◽  
Integral Abutment Bridge ◽  
Measured Response

Design and Performance of Jointless Bridges in Ontario: New Technical and Material Concepts

2000 ◽  
Vol 1696 (1) ◽  
pp. 109-121 ◽  
Author(s):  
Iqbal Husain ◽  
Dino Bagnariol
Keyword(s):  
Economic Benefits ◽  
Integral Abutment ◽  
Expansion Joints ◽  
Actual Performance ◽  
Approach Slabs ◽  
Approach Slab ◽  
Jointless Bridges ◽  
Integral Abutment Bridge ◽  
Existing Bridges ◽  
Deck Slab

It is well recognized that leaking expansion joints at the ends of bridge decks have led to the premature deterioration of bridge components. The elimination of these maintenance-prone joints not only yields immediate economic benefits but also improves the long-term durability of bridges. In Ontario, Canada, “jointless” bridges have been used for many years. Recently, the use of two main types of these bridges has increased dramatically. The first type is an “integral abutment” bridge that comprises an integral deck and abutment system supported on flexible piles. The approach slabs are also continuous with the deck slab. The flexible foundation allows the anticipated deck movements to take place at the end of the approach slab. Control joint details have been developed to allow movements at this location. The second type is a “semi-integral abutment” bridge that also allows expansion joints to be eliminated from the end of the bridge deck. The approach slabs are continuous with the deck slab, and the abutments are supported on rigid foundations (spread footings). The superstructure is not continuous with the abutments, and conventional bearings are used to allow horizontal movements between the deck and the abutments. A control joint is provided at the end of the approach slab that is detailed to slide in between the wing walls. Some of the design methods and construction details that are used in Ontario for integral and semi-integral abutment bridges are summarized. A review of the actual performance of existing bridges is also presented.

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