Construction, Strength, and Driving Performance of Carbon-Fiber-Reinforced Polymer Prestressed Concrete Piles

Rambo-Roddenberry, Michelle; Joshi, Kunal; Fallaha, Sam; Herrera, Rodrigo; Kampmann, Raphael; Chipperfield, Jon; Mtenga, Primus

doi:10.15554/pcij61.4-04

Cited by 7 publications

(5 citation statements)

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“…The experimental results provided in [ 59 , 60 , 61 ] showed that the transfer lengths of the CFCC strands at the live ends are higher than the transfer lengths at the dead ends for the sudden release. As explained by [ 62 ], this could be influenced by factors such as concrete casting location, cutting location, and the use of multiple batches of concrete.…”

Section: Parameters That Influence the Transfer Lengthmentioning

confidence: 99%

An Analysis of the Transfer Lengths of Different Types of Prestressed Fiber-Reinforced Polymer Reinforcement

Jokūbaitis

Valivonis

2022

Polymers

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The main aim of this paper is to provide a broader analysis of the transfer lengths of different types of fiber-reinforced polymers (FRPs) and to provide corrections to the existing theoretical models. Therefore, this paper presents a description of the main factors that influence the transfer lengths of different types of FRPs based on experimental results found in the literature. A database of more than 300 specimens was compiled with the results of the transfer lengths of different FRPs and the main influencing parameters. The analysis of the database results showed that the transfer length of the carbon fiber composite cable (CFCC) strands depends on the type of prestressed reinforcement release. Therefore, in this article, the new coefficient αt = 2.4 is proposed for the transfer length of suddenly released CFCC strands. Additionally, the transfer length of the aramid fiber reinforced polymer (AFRP) depends on its surface conditions. Therefore, new coefficients αt = 1.5 and αt = 4.0 are also proposed for the transfer lengths of smooth braided and sanded and rough AFRP bars, respectively. Furthermore, the proposed coefficients αt = 2.6, αt = 1.9, and αt = 4.8 found in the literature were validated with the analysis of a larger database of the transfer lengths of glass fiber-reinforced polymer (GFRP) bars, carbon fiber-reinforced polymer (CFRP) bars, and gradually released CFCC strands, respectively. Moreover, the main existing theoretical models are presented, and the comparison of theoretical and experimental transfer length results is discussed. However, the low number of specimens prestressed with basalt fiber-reinforced polymer (BFRP) bars prevented the deeper analysis of the results. the analysis of the transfer length and the proposed new values of the coefficient αt provides possibilities for adapting it to design codes for engineering applications and performing additional research that fills the missing gaps in the field.

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Section: Parameters That Influence the Transfer Lengthmentioning

confidence: 99%

An Analysis of the Transfer Lengths of Different Types of Prestressed Fiber-Reinforced Polymer Reinforcement

Jokūbaitis

Valivonis

2022

Polymers

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“…The determined value is through an experiment using two eight-millimeter-leadline rods anchored using two 75-millimeter wedges to the typical anchor head. Also, the stress-strain graph of the CFRP leadline tendon and Carbon Fiber Composite Cable (CFCC) is linear from applying load to rupture [16].…”

Section: Strength Limit Statementioning

confidence: 99%

“…However, the difference in the width of cracks is at the soffit; the beam with CFRP tendon has a wider crack width at a slightly higher value [15]. Adopting prestressing hybrid Fiber Reinforced Polymer in reinforced concrete decks contributes to lower deflection under service load and ultimate load [16].…”

Section: Serviceability Limit Statementioning

confidence: 99%

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Strength, Serviceability, and Anchorage of Fiber-Reinforced Polymer and Carbon Fiber Composite Prestressing Tendons

Lucena,

Carabbacan,

Manggapis

et al. 2024

IOP Conf. Ser.: Earth Environ. Sci.

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Carbon fiber reinforced polymer (CFRP) and Carbon Fiber composite cable (CFCC) are common types of prestressing member reinforcement. This paper determines the properties of CFRP and CFCC in terms of strength limit, serviceability, and anchorage, which are the primary considerations in designing tendons. The first method in conducting this review is formulating research questions concerning the innovative materials in prestressing tendons and determining behavior and physical properties. The execution used the three-step procedure to retrieve a publication or journal relevant to prestressed concrete tendons and research databases like Google Scholar and EBSCO. In the consolidation of results, it has been found that CFRP exhibits higher tensile strength than CFCC. The serviceability and performance of both CFRP and CFCC were the same as traditional steel reinforcement used in prestressed beams. In anchorage of CFRP and CFCC, the composite bonding wedge is observed to be 100% efficient since it has the same stress capacity as the CFRP tendon.

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“…Lin et al [20] studied the behaviors of corroded CFRP-repaired prestressed concrete piles in landing stage structures through reduced-scale tests and finite element modeling. Rambo-Roddenberry et al [21] tested the mechanical behaviors of the CFRP prestressed concrete piles for bridge foundations. Zhuang et al [22] explored the reinforcement-corrosion-induced cracking behavior of CFRP strengthened reinforced RC piles in a marine environment.…”

Section: Introductionmentioning

confidence: 99%

Design and Performance of Concrete Pile Strengthened with Lengthened Steel-Tube Core: Model Tests and Numerical Simulations

Han

Lei

2021

Mathematical Problems in Engineering

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In order to solve the problem of insufficient bearing capacity of existing concrete piles, a type of concrete pile with an additional lengthened strengthening core is designed, by inserting the steel tube through guiding hole and pouring core concrete. To reveal the mechanical performance of the reinforced piles, scale model tests and finite element simulations were performed. The results showed that both the vertical and horizontal bearing capacity increase with the length of the stiffening core. The axial force of the enhanced core is also smaller than conventional concrete piles, and the extended core can share the axial force of the foundation pile to improve the stress distribution of the pile body. These findings point toward a useful and general method for increasing the load capacity of existing concrete piles.

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Construction, Strength, and Driving Performance of Carbon-Fiber-Reinforced Polymer Prestressed Concrete Piles

Cited by 7 publications

References 0 publications

An Analysis of the Transfer Lengths of Different Types of Prestressed Fiber-Reinforced Polymer Reinforcement

An Analysis of the Transfer Lengths of Different Types of Prestressed Fiber-Reinforced Polymer Reinforcement

Strength, Serviceability, and Anchorage of Fiber-Reinforced Polymer and Carbon Fiber Composite Prestressing Tendons

Design and Performance of Concrete Pile Strengthened with Lengthened Steel-Tube Core: Model Tests and Numerical Simulations

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