Integral Abutment Bridges: Current Practice in United States and Canada

Kunin, Jonathan; Alampalli, Sreenivas

doi:10.1061/(asce)0887-3828(2000)14:3(104)

Cited by 72 publications

(28 citation statements)

References 5 publications

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“…6 Semi-integral abutments (without expansion joint) or integral abutments (without expansion joint and bearings) are solutions to avoid the degradations related to expansion joints and bearings. 7,8 In these configurations, the bridge deck and the abutment are longitudinally connected. As a consequence, the displacement u of the bridge end is transmitted to the abutment.…”

Section: Bridges With Integral Abutments: Introductionmentioning

confidence: 99%

Transition Slabs of Integral Abutment Bridges

Dreier

Burdet

Muttoni

2011

Structural Engineering International

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Over the past decades, an increasing number of bridges with integral abutment have been built in Switzerland. This type of bridge offers various advantages over standard bridges with abutments, equipped with expansion joints and bearings that require regular inspection and maintenance. One main concern of integral abutment bridges is related to the soil-structure interaction, in particular between the transition slab and the embankment. To avoid any expansion joints, transition slabs are directly connected to the end of integral abutment bridges. They are therefore subject to large displacements of the bridge deck due to temperature effects and creep and shrinkage in concrete bridges. Consequently, detailing of transition slabs needs to be carefully considered. This paper investigates the behaviour of transition slabs, focusing on the settlement of the pavement at the end of the transition slab and on the cracking of the pavement between the bridge deck and transition slab. On that basis, a modified geometry of the transition slab and a new detail for the connection between the bridge deck and the transition slab are proposed. If these propositions are considered at an early stage in the design process, they will result in an improved long term performance of bridges with integral abutments without increasing the construction costs.

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Section: Bridges With Integral Abutments: Introductionmentioning

confidence: 99%

Transition Slabs of Integral Abutment Bridges

Dreier

Burdet

Muttoni

2011

Structural Engineering International

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“…Jointless bridge has a continuous superstructure without moveable deck joint (MDJ), which includes integral abutment jointless bridge (IAJB), semi-integral abutment jointless bridge (SAJB) and deck-extension abutment jointless bridge (DAJB), etc. IAJB with the most favorable integrality has been widely used in North America, Europe and Australia [1][2][3][4][5]. Compared to the conventional bridges, the advantages of IAJBs involve: (1) decreasing cost of installation and maintenance of joints, (2) reducing impact and damage on bridge deck caused by bump, (3) enhancing the earthquake resistance with better redundancy.…”

Section: Introductionmentioning

confidence: 99%

Experiment on Interaction of Abutment, Steel H-Pile and Soil in Integral Abutment Jointless Bridges (IAJBs) under Low-Cycle Pseudo-Static Displacement Loads

et al. 2020

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Soil-abutment or soil-pile interactions under cyclic static loads have been widely studied in integral abutment jointless bridges (IAJBs). However, the IAJB has the combinational interaction of soil-abutment and soil-pile, and the soil-abutment-pile interaction is lack of comprehensively study. Therefore, a reciprocating low-cycle pseudo-static test was carried out under an cyclic horizontal displacement load (DL) to gain insight into the mechanical behavior of the soil-abutment-pile system. Test results indicate that the earth pressure of backfill behind abutment has the ratcheting effect, which induced a large earth pressure. The soil-abutment-pile system has a favorable energy dissipation capacity and seismic behavior with relatively large equivalent viscous damping. The accumulative horizontal deformation in pile will be occurred by the effect of abutment and unbalance soil pressure of backfill. The test shows that the maximum horizontal deformation of pile occurs in the pile depth of 1.0b~3.0b of pile body rather than at the pile head due to the accumulative deformation of pile, which is significantly different from those of previous test results of soil-pile interaction. The time-history curve for abutment is relatively symmetrical and its accumulative deformation is small. However, the time-history curve of pile is asymmetrical and its accumulative deformation is dramatically large. The traditional theory of deformation applies only to the calculation of noncumulative deformation of pile, and the influence of accumulative deformation should be considered in practical engineering. A significant difference of inclinations in the positive and negative directions increases when the displacement load is relatively large. The rotation of abutment when bridge expands is larger than that when bridge contracts due to earth pressure of backfill.The specimen design was based on an practical IAJB in Fujian Province, China. The total length of the bridge is 136 m, including four 30-m-long spans and two 8-m-long approach slabs. The thickness (longitudinal direction of bridge) and width (transverse direction of bridge) of abutment for one supported pile are 1.8 m and 2.12 m, respectively. The height of abutment (vertical direction) including girder and pile cap is 3.25 m. Four piles supported the abutment. The pile with the cross section of 0.7 m × 0.5 m was oriented in the weak axis under longitudinal bridge movement.Considering the limitations of test equipment and Lab condition, the geometric scale ratio of the specimen was selected to be 0.31. Figure 1 shows the dimensions of the specimen. The height of specimen is 3.90 m, as shown in Figure 1a. Figure 1b,c show the dimensions of cross section of the abutment and steel H-pile. In Figure 1, the height of abutment (H) is 1000 mm. The thickness (T) and width (W) of scaled abutment in the transverse and longitudinal directions are 560 mm and 660 m, respectively. The cross-sectional widths of scaled pile (h and b) along the strong and weak axes are 217 mm and 155 mm, resp...

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“…: +82 2 2123 2804; fax: +82 2 313 2804. long span up to 358 m in North America. This is because many US transportation departments tend to push up the envelope of the length limitations of integral bridges [2][3][4][5].…”

Section: Introductionmentioning

confidence: 99%