Seismic performance of improved pile-to-wharf deck connections

Lehman, Dawn E.; Roeder, Charles W.; Stringer, Stuart; Jellin, Amanda

doi:10.15554/pcij.06012013.62.80

Cited by 7 publications

(3 citation statements)

References 5 publications

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“…Sadeghian et al [7,8] studied concrete-filled fiber-reinforced polymer tubes. Blandon et al [9], Roeder et al [10], Lehman et al [11] and Foltz et al [12] studied octagonal prestressed piles and HP steel piles. Ni et al [13] and Sun et al [14,15] studied prestressed concrete square piles.…”

Section: Introductionmentioning

confidence: 99%

Bearing Performance of Prestressed High-Strength Concrete Pipe Pile Cap Connections under Truncated Pile Conditions

Liu,

Guo,

et al. 2024

Buildings

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To investigate the load-carrying performance of the nodes between tubular piles and bearing platforms, low circumferential reciprocating load foot-scale tests were performed on two truncated PHC B 600 130 tubular piles. The development law of node destruction was explored. The test results revealed that under the action of tensile–bending–shear loading, the bearing concrete in the node area buckled and was damaged, and an articulation point was formed. When the embedment depth increased from 200 mm to 300 mm, the ultimate bearing capacities of the positive and negative nodes increased by 57.60% and 54.60%, respectively. Numerical simulation was used to analyze the bearing capacities of nodes with different types and embedment depths. Formulas for the bearing capacity of the nodes were proposed. Furthermore, two preferred node types were proposed as follows: pipe pile core-filled longitudinal reinforcement anchored to the bearing node and pipe pile body longitudinal reinforcement anchored to the bearing node + pipe pile core-filled longitudinal reinforcement anchored to the bearing node, with preferred embedment depths of 350 mm and 200 mm, respectively.

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Section: Introductionmentioning

confidence: 99%

Bearing Performance of Prestressed High-Strength Concrete Pipe Pile Cap Connections under Truncated Pile Conditions

Liu,

Guo,

et al. 2024

Buildings

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“…Pedram Sadeghian et al [ 7,8] studied concrete-filled fiber-reinforced polymer tube. Carlos A. Blandon et al [9], Charles W. Roeder et al [10], Dawn E. Lehman et al [11] and Raymond R. Foltz et al [12] studied octagonal prestressed piles and HP steel piles. Ni Guoquan et al [13] and Sun Chuanzhi et al [14,15] studied prestressed concrete square piles.…”

Section: Introductionmentioning

confidence: 99%

Bearing Performance of Prestressed High-Strength Concrete Pipe Pile Cap Connections under Truncated Pile Conditions

Liu,

Guo,

et al. 2024

Preprint

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In this paper, low circumferential reciprocating load foot-scale tests were performed on two truncated PHC B 600 130 tubular piles with bearing nodes to characterize the damage process and morphology of the specimens and to investigate the load-carrying performance of the members. The test results reveal that under the action of tensile-bending-shear loading, the bearing concrete in the node area buckles and is damaged, the anchored reinforcement in the node area yields, the constraint is weakened, an articulation point is formed, and the node rotational capacity increases. When the embedment depth increases from 200 mm to 300 mm, the ultimate bearing capacities of the positive and negative nodes increase by 57.60% and 54.60%, respectively. A numerical simulation is used to verify the test results. Considering the three types of piles with truncated nodes, the numerical simulation is used to analyze the node-bearing capacity at different embedment depths. Finally, two preferred node types are proposed as follows: pipe pile core-filled longitudinal reinforcement anchored into the bearing node and pipe pile body longitudinal reinforcement anchored into the bearing node + pipe pile core-filled longitudinal reinforcement anchored into the bearing node, with preferred embedment depths of 350 mm and 200 mm, respectively.

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“…Xiao (2003), Roeder et al (2005) studied the seismic behavior of pile to bridge and wharf connection. Lehman et al (2013) reported an improved connection for prestressed concrete piles and presented a design procedure for the improved connection. Caiza-Sanchez (2013) used software OpenSees to create an analytical model of shallow embedment pile-deck connection.…”

mentioning

confidence: 99%

Seismic Performance of Prestressed High Strength Concrete Pile to Pile Cap Connections

Wang

Yang

Zhao

et al. 2014

Advances in Structural Engineering

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Six pile-cap connections were tested to evaluate performance of prestressed high-strength concrete piles (PHC pile)-cap connection under cyclic loading. The failure modes, hysteretic performance, ductility and bearing capacity were observed and analyzed. In addition, the seismic performance of pile-cap connection with different connections and cutting-off pile was studied. The test results showed that the connections appear to be bending damage. The two flexural modes were tensile rupturing of prestressed bar and yielding of anchor bars. The connections were severely damaged because of the yielding of anchor bars and appearing of the plastic hinge. The bond slippage failure of anchor bars was not observed in the cap, and the length of anchor bars meet requirements. It shows that the bearing capacity and energy dissipation capacity increased with the rotation capacity of pile connection. Nonlinear finite element models were established to analyze the mechanical properties of these connections using ABAQUS. The moment-displacement curves obtained from the numerical analysis compared well with the experimental results. The effects of parameters on the behavior of the connections were conducted based on the numerical model.

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Seismic performance of improved pile-to-wharf deck connections

Cited by 7 publications

References 5 publications

Bearing Performance of Prestressed High-Strength Concrete Pipe Pile Cap Connections under Truncated Pile Conditions

Bearing Performance of Prestressed High-Strength Concrete Pipe Pile Cap Connections under Truncated Pile Conditions

Bearing Performance of Prestressed High-Strength Concrete Pipe Pile Cap Connections under Truncated Pile Conditions

Seismic Performance of Prestressed High Strength Concrete Pile to Pile Cap Connections

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