Title page for ETD etd-02262003-111330


Type of Document Dissertation
Author Pando, Miguel A.
Author's Email Address mpando@vt.edu
URN etd-02262003-111330
Title A Laboratory and Field Study of Composite Piles For bridge Substructures
Degree PhD
Department Civil Engineering
Advisory Committee
Advisor Name Title
Filz, George M. Committee Co-Chair
Lesko, John J. Committee Co-Chair
Brandon, Thomas L. Committee Member
Cousins, Thomas E. Committee Member
Dove, Joseph E. Committee Member
Keywords
  • Composites
  • Soil-Structure Interaction
  • Durability
  • FRP
  • Piles
  • Bridges
Date of Defense 2003-02-06
Availability unrestricted
Abstract
Typically, foundation piles are made of materials such as steel, concrete, and timber.

Problems associated with use of these traditional pile materials in harsh marine

environments include steel corrosion, concrete deterioration, and marine borer attack on

timber piles. It has been estimated that the U.S. spends over $1 billion annually in repair

and replacement of waterfront piling systems. Such high repair and replacement costs

have led several North American highway agencies and researchers to investigate the

feasibility of using composite piles for load bearing applications, such as bridge

substructures. As used here, the term “composite piles” refers to alternative pile types

composed of fiber reinforced polymers (FRPs), recycled plastics, or hybrid materials.

Composite piles may exhibit longer service lives and improved durability in harsh marine

environments, thereby presenting the potential for substantially reduced total costs.

Composite piles have been available in the North American market since the late 1980’s,

but have not yet gained wide acceptance in civil engineering practice. Potential

disadvantages of composite piles are high initial cost and questions about engineering

performance. At present, the initial cost of composite piles is generally greater than the

initial cost of traditional piles. Performance questions relate to driving efficiency, axial

stiffness, bending stiffness, durability, and surface friction. These questions exist

because there is not a long-term track record of composite pile use and there is a scarcity

of well-documented field tests on composite piles.

This research project was undertaken to investigate the engineering performance of

composite piles as load-bearing foundation elements, specifically in bridge support

applications. The objectives of this research are to: (1) evaluate the soil-pile interface

behavior of five composite piles and two conventional piles, (2) evaluate the long-term

durability of concrete-filled FRP composite piles, (3) evaluate the driveability and the

axial and lateral load behavior of concrete-filled FRP composite piles, steel-reinforced

recycled plastic composite piles, and prestressed concrete piles through field tests and

analyses, and (4) design and implement a long-term monitoring program for composite

and conventional prestressed concrete piles supporting a bridge at the Route 351 crossing

of the Hampton River in Virginia. A summary of the main findings corresponding to

each of these objectives is provided below.

A laboratory program of interface testing was performed using two types of sands and

seven pile surfaces (five composite piles and two conventional piles). The interface

behavior of the different pile surfaces was studied within a geotribology framework that

investigated the influence of surface topography, interface hardness, and particle size and

shape. In general, the interface friction angles, both peak and residual, were found to

increase with increasing relative asperity height and decreasing relative asperity spacing.

The interface shear tests for the three pile types tested at the Route 351 bridge showed

that, for medium dense, subrounded to rounded sand, with a mean particle size of 0.5

mm, the residual interface friction angles are 27.3, 24.9, and 27.7 degrees for the FRP

composite pile, the recycled plastic pile, and the prestressed concrete pile, respectively.

Interface shear tests on these same piles using a medium dense, subangular to angular

sand, with a mean particle size of 0.18 mm, resulted in residual interface friction angles

of 29.3, 28.8, and 28.0 degrees for the FRP composite pile, the recycled plastic pile, and

the prestressed concrete pile, respectively.

A laboratory durability study was completed for the FRP shells of concrete-filled FRP

composite piles. Moisture absorption at room temperature caused strength and stiffness

degradations of up to 25% in the FRP tubes. Exposure to freeze-thaw cycles was found

to have little effect on the longitudinal tensile properties of saturated FRP tubes.

Analyses were performed to investigate the impact of degradation of the FRP mechanical

properties on the long-term structural capacity of concrete-filled FRP composite piles in

compression and bending. The impact was found to be small for the axial pile capacity

due to the fact that the majority of the capacity contribution is from the concrete infill.

The impact of FRP degradation was found to be more significant for the flexural capacity

because the FRP shell provides most of the capacity contribution on the tension side of

the pile.

Full-scale field performance data was obtained for two composite pile types (concretefilled

FRP composite piling and steel-reinforced recycled plastic piling), as well as for

conventional prestressed concrete piles, by means of load test programs performed at two

bridge construction sites: the Route 351 bridge and the Route 40 bridge crossing the

Nottoway River in Virginia. The field testing at the two bridges showed no major

differences in driving behavior between the composite piles and conventional prestressed

concrete piles. Pile axial capacities of the composite piles tested at the Route 351 bridge

were between 70 to 75% of the axial capacity of the prestressed concrete test pile. The

FRP and prestressed concrete piles exhibited similar axial and lateral stiffness, while the

steel-reinforced plastic pile was not as stiff. Conventional geotechnical analysis

procedures were used to predict axial pile capacity, axial load-settlement behavior, and

lateral load behavior of the piles tested at the Route 351 bridge. The conventional

analysis procedures were found to provide reasonable predictions for the composite piles,

or at least to levels of accuracy similar to analyses for the prestressed concrete pile.

However, additional case histories are recommended to corroborate and extend this

conclusion to other composite pile types and to different soil conditions.

A long-term monitoring program for composite and conventional prestressed concrete

piles supporting the Route 351 bridge was designed and implemented. The bridge is still

under construction at the time of this report, therefore no conclusions have been drawn

regarding the long-term performance of concrete-filled FRP composite piles. The longterm

monitoring will be done by the Virginia Department of Transportation.

In addition to the above findings, initial cost data for the composite piles and prestressed

concrete piles used in this research were compiled. This data may be useful to assess the

economic competitiveness of composite piles. The initial unit cost of the installed

composite piles at the Route 40 bridge were about 77 % higher than the initial unit cost

for the prestressed concrete piles. The initial unit costs for the composite piles installed

at the Route 351 bridge were higher than the initial unit cost of the prestressed concrete

piles by about 289% and 337% for the plastic and FRP piles, respectively. The cost

effectiveness of composite piles is expected to improve with economies of scale as

production volumes increase, and by considering the life-cycle costs of low-maintenance

composite piles.

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  01_COVER.pdf 51.03 Kb 00:00:14 00:00:07 00:00:06 00:00:03 < 00:00:01
  02_ABSTRACT.pdf 10.45 Kb 00:00:02 00:00:01 00:00:01 < 00:00:01 < 00:00:01
  03_ACKNOWLEDGEMENTS.pdf 67.63 Kb 00:00:18 00:00:09 00:00:08 00:00:04 < 00:00:01
  04_Table_of_contents.pdf 46.40 Kb 00:00:12 00:00:06 00:00:05 00:00:02 < 00:00:01
  05_Chapter_1.pdf 77.06 Kb 00:00:21 00:00:11 00:00:09 00:00:04 < 00:00:01
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  07_CHAPTER_3.pdf 1.08 Mb 00:04:59 00:02:33 00:02:14 00:01:07 00:00:05
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  10_CHAPTER_6.pdf 2.86 Mb 00:13:13 00:06:48 00:05:57 00:02:58 00:00:15
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  16_REFERENCES.pdf 149.51 Kb 00:00:41 00:00:21 00:00:18 00:00:09 < 00:00:01
  17_APPENDIX_A.pdf 1.22 Mb 00:05:39 00:02:54 00:02:32 00:01:16 00:00:06
  18_APPENDIX_B.pdf 126.78 Kb 00:00:35 00:00:18 00:00:15 00:00:07 < 00:00:01
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  20_APPENDIX_D.pdf 842.69 Kb 00:03:54 00:02:00 00:01:45 00:00:52 00:00:04
  21_VITA.pdf 37.44 Kb 00:00:10 00:00:05 00:00:04 00:00:02 < 00:00:01

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