Title page for ETD etd-01032001-003137


Type of Document Dissertation
Author Arsoy, Sami
Author's Email Address sarsoy@vt.edu
URN etd-01032001-003137
Title Experimental and Analytical Investigations of Piles and Abutments of Integral Bridges
Degree PhD
Department Civil Engineering
Advisory Committee
Advisor Name Title
Duncan, James Michael Committee Chair
Barker, Richard M. Committee Co-Chair
Filz, George M. Committee Member
Kapania, Rakesh K. Committee Member
Kuppusamy, Thangavelu Committee Member
Murray, Thomas M. Committee Member
Keywords
  • finite element analyses
  • temperature effects
  • abutments
  • semi-integral abutment
  • piles
  • Integral bridges
Date of Defense 2000-12-15
Availability unrestricted
Abstract
Bridges without expansion joints are called "integral bridges." Eliminating joints from bridges crates concerns for the piles and the abutments of integral bridges because the abutments and the piles are subjected to temperature-induced cyclic lateral loads. As temperatures change daily and seasonally, the lengths of integral bridges increase and decrease, pushing the abutment against the approach fill and pulling it away. As a result the bridge superstructure, the abutment, the approach fill, the foundation piles and the foundation soil are all subjected to cyclic loading, and understanding their interactions is important for effective design and satisfactory performance of integral bridges.

The ability of piles to accommodate lateral displacements is a significant factor in determining the maximum possible length of integral bridges. In order to build longer integral bridges, pile stresses should be kept low.

This research project investigated the complex interactions that take place between the structural components of the integral bridge and the soil through experimental and analytical studies. A literature review was conducted to gain insight into the integral bridge/soil interactions, and to synthesize the information available about the cyclic loading damage to piles of integral bridges. The ability of the piles and the abutments to withstand cyclic loads was investigated by conducting large-scale cyclic load tests. Three pile types and three semi-integral abutments were tested in the laboratory. Experiments simulated 75 years of bridge life for each specimen by applying over 27,000 displacement cycles. Numerical analyses were conducted to investigate the interactions among the abutment, the approach fill, the foundation soil, and the piles.

The original VDOT semi-integral abutment hinge experienced shear key failure as observed in two large-scale laboratory tests. The revised hinge detail did not exhibit any sign of damage. Both abutments tolerated 75-year worth of displacement cycles without any appreciable change in their behavior. Semi-integral abutments are recommended for longer integral bridges because they can reduce pile stresses. As the need to build longer integral bridges grows, the role of the semi-integral abutments is expected to become more important.

The data from the experimental program indicates that steel H-piles are the best pile type for support of integral abutment bridges. Concrete piles are not recommended because under repeated lateral loads, tension cracks progressively worsen and significantly reduce vertical load carrying capacity of these piles. Pipe piles have high flexural stiffness, which results in an undesired condition for the shear stresses in the abutment. For this reason, stiff pipe piles are not recommended for support of integral bridges.

Numerical analyses indicate that the interactions between the approach fill and the foundation soils create favorable conditions for stresses in piles supporting integral bridges. Because of these interactions, the foundation soil acts as if it were softer, resulting in reduction in pile stresses compared to a single pile in the same soil without the approach fill above it.

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  Appendix_A.pdf 586.79 Kb 00:02:42 00:01:23 00:01:13 00:00:36 00:00:03
  Appendix_B.pdf 45.60 Kb 00:00:12 00:00:06 00:00:05 00:00:02 < 00:00:01
  Appendix_C.pdf 107.67 Kb 00:00:29 00:00:15 00:00:13 00:00:06 < 00:00:01
  Chapter_1.pdf 15.43 Kb 00:00:04 00:00:02 00:00:01 < 00:00:01 < 00:00:01
  Chapter_2.pdf 59.35 Kb 00:00:16 00:00:08 00:00:07 00:00:03 < 00:00:01
  Chapter_3.pdf 140.66 Kb 00:00:39 00:00:20 00:00:17 00:00:08 < 00:00:01
  Chapter_4.pdf 438.49 Kb 00:02:01 00:01:02 00:00:54 00:00:27 00:00:02
  Chapter_5.pdf 488.72 Kb 00:02:15 00:01:09 00:01:01 00:00:30 00:00:02
  Chapter_6.pdf 113.18 Kb 00:00:31 00:00:16 00:00:14 00:00:07 < 00:00:01
  Chapter_7.pdf 14.79 Kb 00:00:04 00:00:02 00:00:01 < 00:00:01 < 00:00:01
  Front_Matter.pdf 40.74 Kb 00:00:11 00:00:05 00:00:05 00:00:02 < 00:00:01
  References.pdf 25.52 Kb 00:00:07 00:00:03 00:00:03 00:00:01 < 00:00:01
  VITA.pdf 4.64 Kb 00:00:01 < 00:00:01 < 00:00:01 < 00:00:01 < 00:00:01

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