Pseudo-static low cycle test on the mechanical behavior of PHC pipe piles with consideration of soil-pile interaction

Huang, Fuyun; Wu, Suiwen; Luo, Xiaoye; Chen, Baochun; Lin, Youwei

doi:10.1016/j.engstruct.2018.01.060

Cited by 56 publications

(20 citation statements)

References 15 publications

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“…2020, 10, x FOR PEER REVIEW 6 of 24 Since the test was carried out in the soil box of laboratory, the boundary effect of soil should be considered during the process of soil box design. The researches [25][26][27] indicate that, when the boundary for the abutment is larger at least two times the height of abutment and the boundary for the pile is larger about five times the diameter of pile, the boundary effect can be neglected. Based on the size of the test specimen and the boundary requirements, the distances from the pile and abutment to the soil box should be no less than 0.75 m and 2 m (total of 2.75 m), respectively.…”

Section: Soil Box Design and Manufacturingmentioning

confidence: 99%

“…For the pile, the D5~D13 displacement meter were arranged within the pile depth of 0 m~1.8 m at 200-mm intervals, and the D14 displacement meter was arranged at the pile depth of 2.4 m, as shown in Figure 6a. To assess the horizontal deformations of pile that is covered by soil accurately, a method from Huang [26] was implemented, which can directly measure the horizontal deformation, as shown in Figure 6b.…”

Section: Layout Of Earth Pressure Cellsmentioning

confidence: 99%

“…2020, 10, x FOR PEER REVIEW 9 of 24 D14 displacement meter was arranged at the pile depth of 2.4 m, as shown in Figure 6a. To assess the horizontal deformations of pile that is covered by soil accurately, a method from Huang [26] was implemented, which can directly measure the horizontal deformation, as shown in Figure 6b. In addition, the Q1 and Q2 inclinometers were placed at the top center and bottom center of the front face of the abutment to measure the angle and curvature.…”

Section: Layout Of Displacement Gages and Inclinometersmentioning

confidence: 99%

See 2 more Smart Citations

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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Section: Soil Box Design and Manufacturingmentioning

confidence: 99%

Section: Layout Of Earth Pressure Cellsmentioning

confidence: 99%

Section: Layout Of Displacement Gages and Inclinometersmentioning

confidence: 99%

See 1 more Smart Citation

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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“…Therefore, the boundary condition of the micro pile-soil interaction can be as closed as possible to the real situation [38][39][40]. In this experiment, the embedded depth of each micro-pile was 1.8 m, which left the above-ground part of 0.4 m, as reference literature [41]. After the micro pile was in position, it began to fill the box with soil up to 1.8 m of height, as shown in Figure 4a.…”

Section: Soil Container and Soil Parametersmentioning

confidence: 99%

Experimental Study on Dynamic Response Characteristics of RPC and RC Micro Piles in SAJBs

et al. 2019

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The pile foundations below approach slab in a semi-integral abutment jointless bridge (SAJB) that requires high flexibility to accommodate the horizontal cyclic deformation of approach slab generated by the girder’s thermal expansion and contraction as well as earthquake action. In this paper, reactive powder concrete (RPC) and reinforce concrete (RC) micro piles were designed and fabricated. The shaking table tests on dynamic response of micro piles-soil interaction were conducted to investigate the dynamic response characteristics such as the strain time history of pile-soil system, the bending moment, and the deformation of piles. The maximum strain response of piles was observed at the buried depth of 4.2 D (D is the diameter of pile). Meanwhile, the maximum bending moments of RPC and RC piles appear at the depth of 0.64 D and 0.42 D, respectively, under the dynamic load excitation, and the peak horizontal deformation of piles were observed at pile head. It is found that the bending moment and the strain response of the RPC pile are larger than that of the RC micro pile, and increased by 40% and 98%, respectively. The RPC micro pile has better crack resistance, higher ductility, and flexural rigidity than that of the RC pile, and it can be widely used as pile foundations in SAJBs for the earthquake area.

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“…Therefore, it is particularly important to accurately predict the temperature distributions on closed girder cross-sections. Moreover, thermal influence is considered to be a key parameter not only for bridges with expansion joints but also for jointless bridges [7,13,22,[27][28][29][30][31][32][33][34][35][36][37][38][39]. Finite element simulation is one of the most commonly used and effective methods to analyze the temperature distributions on concrete bridge cross-sections.…”

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confidence: 99%

Research on the Internal Thermal Boundary Conditions of Concrete Closed Girder Cross-Sections under Historically Extreme Temperature Conditions

et al. 2020

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The accuracy of the finite element model (FEM) for concrete closed girder cross-sections is significantly influenced by thermal boundary conditions. The internal thermal boundary conditions can be simulated by inputting the convection heat transfer coefficient and the temperatures inside the cavities or by establishing air elements in the FEM. In order to analyze the influence of different simulation methods for the internal thermal boundary conditions on temperature distributions for concrete closed girder cross-sections, the temperature distributions on the cross-sections of a box girder, small box girders, and adjacent box girders were monitored, and the corresponding FEMs were implemented. By comparing the temperature data obtained from the field test and FEMs, the numerical hourly temperature curves calculated by using the measured temperatures inside the cavities provide the closest agreement with the measured results; however, the measurements of the temperatures on site are cost- and time-prohibitive. When there is a lack of measured temperatures inside the cavities, the numerical hourly temperature curves calculated by establishing air elements in the FEM provide the closest agreement. The influences of different simulation methods for the internal thermal boundary conditions on the highest hourly average effective temperatures and the trends of the vertical temperature gradients for concrete closed girder cross-sections were small. The FEM with air elements can be adopted to analyze the temperature distributions on concrete closed girder cross-sections under historically extreme temperature conditions. It can be predicted that the longitudinal thermal movement of concrete closed girders would be underestimated by considering variations in the one-year measured average effective temperature of the cross-sections or the Chinese-code-specified design effective temperature for the highway bridge structures, which are thus unconservative for engineering applications. The Chinese-code-specified design vertical temperature gradients are conservative for the bridge deck surface and unconservative for the bottom flange.

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Pseudo-static low cycle test on the mechanical behavior of PHC pipe piles with consideration of soil-pile interaction

Cited by 56 publications

References 15 publications

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

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

Experimental Study on Dynamic Response Characteristics of RPC and RC Micro Piles in SAJBs

Research on the Internal Thermal Boundary Conditions of Concrete Closed Girder Cross-Sections under Historically Extreme Temperature Conditions

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